Bridge Works

Roads Rehabilitation Project Phase VI
HALCROW Romania
Design and Construction Contract 6R11 D & B DN18
Baia Mare Sighetu Marmatiei Km 3+522 Km 62+234
Stage: Technical Project + Execution Details
Proiect de reabilitare a drumurilor Faza a VI-a

HALCROW Romania
Contract de proiectare si constructie 6R11 D & B DN18
Baia Mare Sighetu Marmatiei Km 3+522 Km 62+234 .
Faza: P.T. + D.E.
TECHNICAL SPECIFICATION NO. 11

BRIDGE WORKS
CONTENT
CHAPTER 1
BRIDGES, GRADE SEPARATION STRUCTURES, VIADUCTS
GENERAL TECHNICAL SPECIFICATIONS
CHAPTER 2
CULVERTS
GENERAL TECHNICAL SPECIFICATION
CHAPTER 3
SUBSTRUCTURE DIRECT FOUNDATIONS
CHAPTER 4
SUBSTRUCTURE INDIRECT DEEP FOUNDATIONS
CHAPTER 5
BRIDGE SUBSTRUCTURE ABUTMENTS, PIERS
CHAPTER 6
REINFORCED CONCRETE SUPERSTRUCTURE
CHAPTER 7
SCAFFOLDING AND CENTERINGS
CHAPTER 8
FORMWORKS
CHAPTER 9
REINFORCEMENTS
CHAPTER 10
CONCRETE
CHAPTER 11
BRIDGE SUPERSTRUCTURES OF
PRESTRESSED CONCRETE
CHAPTER 12
METALLIC SUPERSTRUCTURE FOR BRIDGES
CHAPTER 13
COMPOSITE SUPERSTRUCTURE
(STEEL-CONCRETE IN COOPERATION)
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CHAPTER 14
ACCESSORY WORKS
CHAPTER 15
WATER PROOFING AND EXPANSION JOINTS
CHAPTER 16
PAVEMENT COVERING OF BRIDGES
CHAPTER 17
REVETMENT AND STONE MASONRY
CHAPTER 18
APPLICATION OF MORTAR AND CONCRETE BY GUNITING
CHAPTER 19
COMBINED GEOTEXTILE USED FOR WEARING COURSE
CHAPTER 20
REPAIR OF CONCRETE,
STRUCTURES
REINFORCED AND PRESTRESSED
CHAPTER 21
EMBANKMENT CONNECTION
CONCRETE

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CHAPTER 1
BRIDGES, GRADE SEPARATION STRUCTURES, VIADUCTS
GENERAL TECHNICAL SPECIFICATIONS
1.1. GENERAL PROVISIONS FOR DESIGN
The bridges, grade separation structures and viaducts are structural works.
The conception of any resistance structure has to observe certain general principles, resulted
from the practice, namely:
- practicality;
- capacity of resistance;
- economic efficiently;
- aesthetics.
Guided by these principles, the design of the bridge must accomplish its goal, that is to
ensure the unhindered traffic of the vehicles across the obstacle.
This means to achieve: the free passage spaces on and under the bridge, the proper rigidity
of the structure in the limits of the permissible deformations, the best conditions of service and
maintenance. The structure's capacity of resistance must be obtained by reasonable dimensioning of
the components.
According to the principle of economic efficiency any structural work must be executed at a
minimum cost. Depending on the layout (length and height of the obstacle, geotechnical conditions
etc.) the economic efficiency can be achieved by establishing a proper length of the work an
economical spans of the bridge. Hereafter, knowing the economical spans, the best method of
construction may be selected, as well as the construction materials.
A bridge or a viaduct, must have an aesthetic layout and has to be in harmony with the landscape.
The design of the bridge must observe as must as possible all the here in fore shown
principles, thus the best solution may be found only by analysis and comparison of several variants.
The design of the bridges, grade separation structure and viaduct must observe the
provisions hereinafter.

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1.1.1. Free spaces on and under the bridge

a) Bridges
The length of the bridge and the "underside" or "soffit" level of the superstructure shall be
established by a hydrological design, in accordance with the departmental norms M.T., PD 95-2002
Norms for hydraulic design of bridges and culvertsPod 95-71 "Norms for the hydrological
design of bridges" and Pod 96-71 for culverts.
In the case of navigable river or stream, the navigable span shall be also observed, especially
for the max. central span of the bridge.
b) Grade separation structures (overpass)
The height of platform and the size of the spans shall be fixed observing the min overall
dimensions necessary for the crossing of railways (STAS 4392-84) or roads (STAS 2924-91)
c) Overall dimensions for bridges and overpasses
The height of platform, the width of the carriageway, of the bicycle path, and of the
sidewalks shall be fixed in accordance with the provisions of STAS 2924-91, and depending on the
technical class of the road.
1.1.2. Loads
The structural design of the bridges must take in account all the loads that may accuroccur,
observing the following standards:
SR EN 1991-1-1:2004 Eurocod 1: Actions on structures. Part 1-1: General actions. Densities,
self-weight, imposed loads for buildings.
SR EN 1991-1-1:2004/NA:2006 Eurocod 1: Actions on structures. Part 1-1: General actions.
Densities, self-weight, imposed loads for buildings.National annex
STAS 10101/1-78
STAS 10101/OB-87
STAS 1545 - 89
STAS 3221 - 86
"Actions in constructions. Technical weight and permanent loads"

"Actions in constructions. Classification and groupement of actions for
railway and road bridges"
"Road and highway bridges. Foot-bridges. Actions".
"Road bridges. Type trains charging classes"
1.1.3. Calculation procedure and dimensioning

The structural design shall be performed taking in account that nowadays, in Romania, there
are two valid calculation procedures for the dimensioning of the bridges, namely:
- the allowable stress procedure, applicable to metallic superstructure, in accordance with
STAS 1844-75 " Metallic road bridges. Design prescriptions ". and SR 1911-1997 "Metallic
railway bridges. Design prescriptions.";

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- the limit design procedure, applicable to concrete reinforced concrete and prestressed sub
and superstructure, in accordance with STAS 10111/1-77 "Railway and road bridges. Masonry,
concrete and reinforced concrete substructure.
Design prescription s" and STAS 10111/2-87
"Railway and road bridges. Concrete, reinforced concrete and prestressed concrete superstructure.
Design prescriptions".
1.2. GENERAL SPECIFICATION FOR THE EXECUTION
The Contractor may begin the execution of a structure only after the award and ratification
of the contract.
The main documents, necessary for contractor to perform the works, are as follows: - the
plans of site and location, and general specifications;
- the geotechnical study providing the site conditions and the adequate procedure of foundation;
- working drawings for framework, reinforcement, etc, full all the components of the artwork;
- special technical specifications for the respective structure, if any; -the schedule of the
construction operations.
These documents shall be made by an authorized office or company for design and research.
Taking in account the variety and the importance of the task, the Contractor has to prove
that he possesses the experience and the know-how necessary to perform the respective work.
The Contractor shall observe all the provisions of the contract, design and technical specifications.
Also, the Contractor must take necessary steps for the protection of the environment.
It is outlined that any change or adaptation of the project may be made only with approval
of the customer or/and of the projector.
All the state standards and norms in force shall be also observed in the execution (see in the
annex a minimal list of them).
1.3. GENERAL PROVISIONS CONCERNING THE ACCEPTANCE
In view to achieve the quality of the works the partial acceptances (for every stage of the
works) and the final acceptance shall be made in accordance with the specifications drafted for the
respective work.
The general specifications presented hereby, shall be observed.
The Employer shall organize the final acceptance in conformity with the regulations in force.

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1.4. GENERAL PROVISIONS CONCERNING THE SERVICE AND THE

MAINTENANCE OF THE STRUCTURES
The project must include the constructive elements and solutions, necessary to ensure the
access to substructure, bearings, superstructure for control and maintenance.
For some particular works, a special design may be drafted, by request of the Employer,
concerning the control and the maintenance of the aforesaid works.
Beside these specifications, the provisions of the valid standards and norms shall be
observed.

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CHAPTER 2
CULVERTS - GENERAL TECHNICAL SPECIFICATION
2.1. The culverts are art works where the span or total length of the spans is equal or less
with 5.00m.
2.2. The free span of the culvert shall be established on the basis of a hydrological design
according to the Departmental Norms for the hydrological design of bridges and culverts.
2.3. The width of the road on the culvert shall be equal to that of the running road and the
width between the copings of the culvert shall be that of the platform. No sidewalk shall be
performed on the culvert, excepted the case of existent sidewalks to be continued.
2.4. The type convoys of loads for the calculation of the culvert is the same as for bridges,
according to STAS 1545-89 "Road bridges and foot bridges. Actions" and STAS 3221-86 "Road
bridges. Type trains charging classes".
2.5. Depending on the position of the road platform, the culverts may be divided in: open
culverts, with the road platform directly on the superstructure and buried culverts, placed in the
body of the embankment, minimum 50 cm deep, under the road platform.
2.6. Depending on the shape and on the procedure of construction the culverts may be
divided in: slab, ovoid or pipe culverts, cast on the site or of precuts units.
Any chosen system must correspondent to the hydrological design and ensure safe service
and easy maintenance.
2.7. The execution of the culvert is carried-out on the basis of a design, made by authorized
design offices and approved by the Employer.
2.8. The components of the culverts, sub and superstructure must be built observing the
same as rules for the execution of bridges.
The foundation, formworks, reinforcement, concrete works, encountering must fulfil the
provisions of the project and of the chapter 3-10 and 14-15 hereinafter.
The precuts units, made on the site or in factory, must have quality certificates.
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2.9. The Employer must be announced of any deviation from the provisions of the project
or of the technical specifications.
2.10. Any remedial work, necessary following the transport handling or erection of the
precuts units, may be performed on the basis of a technology proposed by the contractor and
approved by the engineer.
The concealed works shall be inspected by the engineer before covering.
2.11. The culvert's design must include the adaptation of the conditions of the site for
mentenancemaintenance of the type project.

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CHAPTER 3
SUBSTRUCTURE - DIRECT FOUNDATIONS
(surface foundations, foundation in shored-up sites,
foundations on open-caisson)
3.1. THE SUBJECT OF THE PRESENT CHAPTER IS THE DIRECT
FOUNDATION OF BRIDGES, AND OVERPASSES, namely:
- in sites shored-up by means of wood sheet piling, metal poling boards, steel sheeting,
- by means of open caisson.
For the design and execution of surface foundations in special conditions humidity sensitive,
contractive soils etc., special technical conditions shall be drafted in accordance with the norms in
force.
The use of air-compressed caisson is recommended only in particular caves, after a careful
analysis, and if indirect foundation is not more efficient.
For air-compressed foundations, the contractor shall draft special technical specification of
execution, submitted to customer's approval.
The selection of the foundation system must be made on the basis of the geotechnical study,
knowing the stratification, the underground water level and the degree of natural or artificial
aggressivityaggressiveness.
3.2. TECHNICAL CONDITIONS FOR THE EXECUTION OF FOUNDATION IN
SHORED-UP SITE.
The contractor shall submit the technology of execution to the customer's approval.
The documentation shall include:
- enclosure dimensions (length, width, depth) and its position relative to the infrastructures axes of
coordinates;
- solution and details to support the enclosure;

- execution technology of supports (including recovery, transport and storage)
- technology for casting concrete in compliance with existing norms, including measures to ensure
the quality and eliminate any grounds for non-compliance;
- measures proposed for the implementation of quality of work and execution conditions;
-tracking methodology of execution by the Contractor;
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- justifications for non deformability of the enclosure during excavation (possibly by calculation
notes);
- composition and characteristics of concrete;

-description of concrete pouring method in the enclosure;
- site dimensioning, conditions for the execution, procedure of digging in the site, position of the
site, control of possible horizontal displacement,
- steps to avoid the deformability of the site during the digging;
- concrete composition and parameters;
- the procedure of concreting inside the over all the height of the foundation.
Before the start of the digging, the Contractor must call the Employer, for the checking of
the layout, dimensions, tolerances and also the operating of the digging equipment.
After arriving at the foundation level and after the finish of the digging, the Contractor shall
call the Engineer, for the checking of the position and stability, and to approve the start of the
concrete works.
Foundation excavations must be as dry as possible before concrete pouring.
Contractor shall pour concrete in a continuous operation.
Concrete should not be cast in superstructure formwork until the formwork used for
infrastructure was removed and concrete inspected, for defects. The support of superstructure on the
infrastructure should not be allowed, until the concrete from infrastructure reached a compressive
strength of 14 Mpa.
If the contractor is compelled to excavate for foundations at depths greater than those indicated in
the execution drawings, the designer must re-draw the structure dimensions and reinforcement and to hand
them to the Contractor and the Contractor to the Engineer.
The nature, origin and quality of the necessary materials shall correspond to the class of the
concrete provided by the design.
If the concrete has to be poured under water, the conditions provided by the
"CONTRACTOR" procedure by means of several tremie-pipes, shall be fulfilled, in view to ensure
the homogeneity of the concrete and to avoid stratification.
3.3. TECHNICAL CONDITIONS FOR THE EXECUTION OF DIRECT
FOUNDATION ON CAISSONS
The Contractor shall submit the technology of execution to the customer's approval.
The documentation shall include:
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- steps concerning the general dimensioning of the caisson, conditions for the execution of the
caissons, launching on position, ballasting if necessary, lowering to the foundation level, the
digging procedure inside the caisson, vertical displacement - step by step - possible horizontal
displacement;
- particularyparticularly the buoyancy stability conditions must be emphasized in all the stages of
the execution;
- concretes composition and parameters;
- the digging and concreting procedure indiseinside the caisson.
The contractor shall take all the steps necessary to bring the caisson, to maintain it on
position, to lower it vertically up to the due level, taking in account the tolerances approved by
customer.
Before the start of the lowering operation, the contractor shall call the customer, for the
checking of the lay-out dimensions, tolerances, and also if the lowering equipment is operating.
After the arrival of the caisson to the due level, and after completion of the digging inside
the caisson, the contractor shall call again the customer for checking the position and stability of
the caisson and to approve the start of the concreting inside the caisson.
The nature, origin and quality of the necessary materials must correspond to the class of the
concrete specified by design and to the local conditions. case. The conditions necessary for
concreting under water shall be fulfilled, if such is the
During the whole lowering operation, the Contractor must keep the repartition of the loads
in such a manner as to ensure the stability and safety of the works.
If the soil is heterogeneous or of low consistency, the Contractor must take steps to avoid
brusque sinking or unprompted rotation.
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CHAPTER 4
SUBSTRUCTURE - INDIRECT DEEP FOUNDATIONS
4.1. GENERALITIES
4.1.1. The provisions of this chapter concern the indirect deep foundations of bridges and
grade separation structures.
These provisions may apply also to retaining walls or road consolidation works. In this
case, they have to be completed with specific instructions.
By deep foundations. we means the works between the bottom of the raft and the foundation level.
The rafts are elements connecting the foundation and elevation, and they shall be performed
observing the provisions under chapter 3.
The present chapter contains the technical specification for the execution of following type
of foundation:
- drilled piles of large diameter;
- column foundation;
- drilled piers;
- driven precuts piles.
4.1.2. Geological, geotechnical and hydrogeologic survey and study the customer shall put
at the disposal of the contractor, the geological, geotechnical and hydrogeological data used for the
design, to make possible the cost estimation of the works and of the site organization.
It must be emphasized that these data about the terrain are not parts of the contract, and the
contractor has no right to claim, if some inexactitude occur.
4.1.3. Unforeseen technical conditions
If the unforeseeable feature of the geotechnical or hydrogeological conditions actually met
during the works, impose the radical change of the work procedure, the contractor may propose to
the customer new technical instructions.
The decision of the customer shall be written down in work order.
4.1.4. Design conception
The design shall take in account the actions, the combinations of the loads and the
calculation hypotheses established in conformity with the valid standards and with the specifications
under chapter 1.
The contractor may draft the structural analysis of some construction elements observing
the valid technical instructions and taking in account the actual quality of the materials (masonry,
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concrete, reinforced or prestressed concrete, steel, wood) and the provisions of this present
chapter.
4.2. TECHNICAL CONDITIONS FOR DRILLED PILES OF LARGE DIAMETER
The drilled piles are performed by casting reinforced in a drilling.
4.2.1. Simple drilled piles are performed by casting the concrete by means of a tremie in a
drilling with unshared walls. This procedure may be used only in stable soils, without underground
water.
4.2.2. Cased drilling pipes
The concrete is poured by means of a tremie pipe, in a cased drilling.
The casing may be temporary or permanent and may be introduced by vibration, ramming
or pressing (with or without twisting).
The columns are foundation elements of the same category, being composed of reinforced
concrete or steel tubes introduced in the ground by vibrating at the step of the inside soil removal.
Actually, the columns are cast in situ piles in drillings with unrecoverable tubing.
4.2.3. Cast-in-situ piles under drilling mud
The concrete is poured by means of a tremie pipe in the drilling shored by drilling mud (for
instance bentonite slurry).
4.2.4. Nature, origin and quality of materials
4.2.4.1. The concrete
The concrete of the drilled piles shall be C12/15 at least.
The brand and the mark of the cement shall be established by means of laboratory tests,
taking in account the class of the concrete and the aggressivity of the medium.
For piles in soils with aggressive water, the composition of the concrete shall observe the
provisions of SR 3011-1996 and STAS 3349/1,2-83.
The minimum cement factor shall be:
- 350 kg/m3 for concreting in dry drilling
- 400 kg/m3 for concreting under water or under drilling mud.
The aggregates must be of river ballast pit, sorted and washed.
The maximum size: of the aggregate shall be the smallest from the following values:
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- of the reinforcing cages

- of the thickness of the reinforcement's embedding
- of the interior diameter of the tremie pipe
- 31 mm
The water/cement ratio shall be at most 0.6.
The use of plastifying agents to increase the concrete workability, and or retarding
admixture if necessary, is allowed.
The consistency of the concrete by the slump test must be:
10-15 cm for concrete poured in dry medium
15-18 cm concrete poured under water or under bentonite slurry.
4.2.4.2. Reinforcement
The steel for the reinforcing cages of drilled piles must be weldable and this feature must be
guaranteed by the quality certificate. Steel bars type PC52 (deformed bars of high adherence) and
type OB37 (round smooth bars), shall be used, or steel bars of similar physico-mechanical feature.
4.2.5. Characteristics and design procedure of the piles
Piles type length, cross section, and number, also the plan of piles, their inclination, the
control and injection devices, shall be established by design on the basis of the geotechnical study
and of the drains results from the action of the loads.
For the stress analysis the cooperation of the piles with the soil shall be taken in account
and the pile shall be considered as a girder on elastic medium.
The foundation project shall be approved by the engineer.
4.2.6. The plan of piles
4.2.6.1. The plan or piles shall be established by the design, agreed by the Contractor, and
approved by Customer.
The plan of piles may be established at the working platform level or at other levels, for
instance at the foundations raft inferior level, but this fact must be expressed by the design.
The plan of piles must include at least the following data:
- number (item) of identification;
-dimension of the cross section, reinforcement composition, item of the reinforcement (or
carcass);
-inclination and orientation;
-pile's foot level;
-working platform level;
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-pile's head concreting level;

- length of the restraining zone in the pile foundation raft;
- the succession order for the execution of the drillings or for casing driving.
4.2.6.2. The distance between the axis of two piles shall be at least 2d + 2 x 0.015 l, where
"d" is the pile's diameter and "l" the actual length in soil.
4.2.6.3. Tolerances
a) The limit tolerance for the plan position at the raft foundation interior level is:
- 10 cm for piles in a single row
- 15 cm for piles in several rows.
b) The limit tolerance for batter of the pile's axis is 2%.
c) The limit tolerance for dimensions:
- diameter
2 cm
- pile's foot level
20 cm
- pile's head level
5 cm
For geotechnical reasons, the foundation level might be changed, but only whit the
customer's approval.
4.2.7. Execution plant and devices
The Contractor must obtain the Customer's approval for the execution plant and devices.
These must be chose function of the pile's parameters, lay out, geological, geotechnical and
hydrogeological features, and taking in account the necessary protection of near-by built areas or
existing constructions.
Contractor's proposals have to emphasize:
- type of the driving or drilling devices;
- the mounting procedure of the caresses, as well as their connection manner,
- the devices for the control of concrete's continuity and strength
- the devices for the injections at the pile's base- the concrete mixing and casting technology;
- material, dimensions (diameters, length, wall thickness, tolerances), the connection
manner between the sections of the unrecoverable casing.
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Foot flaring of the piles is allowed only if they penetrate a stratum high cohesive of a
compression strength with lateral deformation of min.300 KPa.
The flaring may have the shape of a cone frustum, with the height equal at least to the
diameter of the current cross section, and the base area at most three fold the area of the current
cross section.
4.2.8. Preliminary works
The working platforms shall be arranged for the easy access, circulation and operation of
the execution plant in proper conditions of quality and safety.
Possible necessary works for site consolidation, unforeseen by the design, shall be
performed only with the Customer's approval, which is necessary also for the nature and quality of
the materials.
4.2.9. Pile's reinforcement
The piles shall be reinforced by means of carcasses composed of longitudinal bars, spiral
reinforcement, rigidity rings and spacers.
The reinforcing cage may have constant or variable cross section area along the pile, as a
result of the structural analysis.
The longitudinal bars shall be of min 14 mm diameters, at least 8 pieces for a cage, and the
free distance between the bars shall be min. 10 cm and max. 35 cm.
The arrangement of the bars on two rows shall be avoided, excepting the piles with heavy strain.
The longitudinal bars are welded on the rigidity rings places every 3-4 m, along the carcass.
The transversal reinforcement shall be a spiral of minimum 8 mm diameter, but at least 0.4
of longitudinal bars diameter. The pitch of the spiral shall be not bigger than 35 cm or 15 time the
diameter of the long bars.
At the superior side of a cage and in zones of section's connection, the pitch of the spiral
shall be maximum 15 cm a length equal to the pile's diameter.
If the length of the piles requires the execution of the reinforcing cage of several sections, their
connections shall be made according to the design's provisions and observing the STAS 10107/090.
Taking in account that the connection are made in situ, the interior cage shall be fixed by
supporting devices during the jointing.
The cage shall not be let to rest on the bottom of the drilling and steps must be taken to
avoid its displacement during concreting.
The spiral reinforcement may be fixed on the long bars, and the long bars on the rigidity
rings, by spot welding.
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The chosen technology must be approved by the Customer.

For the centering of the cage in the drilled hole, spacers shall be fixed on the exterior of the
long bars; these spacers may be sliders (skates) of round steel bar or concrete rollers, 4 pieces in
cross section, every 3-4 m along the cage.
The thickness of the long shall be at least:
- 4 cm for pile with uncovered casing
- 6 cm for piles with recovered casing and for piles without casing (drilled in dry medium)
- 8 cm for piles drilled under mud protection
4.2.10. Pile drilling
4.2.10.1. The drilling without casing or mud protection is permitted only in cohesive soils
and above the underground water level.
In this case, the concreting must follow the drilling as soon as possible (maximum duration
of interruption being 24 hours), in view to avoid wall caving due to relaxation, sun or rain
exposure, equipment vibration etc. The walls of the drilling shall be protected. by metallic tubes
1,5 m deep at least from the top side.
4.2.10.2. Drilling under water in recoverable casing.
It may be applied in any soil condition, with digging tools adapted to the nature of the soil
strata. The foot of the casing must be provided with a toothed crown.
If the drilling is performed under water in sand low cohesive soils, due to the excavation
speed and to the piston effect of the grab bucket, hydrodynamic phenomena may occur, such as soil
scouring at the pile's base, causing the loosening of the soil the and decrease of the bearing capacity
of near-by piles or existing foundation. To avoid such risks, following steps shall be taken:
- it is forbidden to sink the casing by mean of water jet under pressure;
- the digging devices by suction shall be avoided;
- the base level of the casing shall be always deeper than the bottom of the drilling, for at
least half the diameter of the drilled hole (advanced casing);
- the water level inside the drilling shall be always kept 1,00 m above the hydrostatic level;
- the speed of the excavation shall be moderate and the grab bucket shall be raised smoothrunning.
The concreting must begin in max. 36 hours after the finish of the drilling.
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4.2.10.3. Drilling under mud

The drilling's walls are protected by a drilling mud (bentonite slurry) prepared according to
STAS 2561/4-90SR EN 1536:2004.
The drilling under mud of a pile spaced less than 3,00 m from the wall of a near-by pile may
start only after the setting of the concrete cast in the previously made pile.
The level of the mud shall be always kept at least 1,00 m above the hydrostatic level.
It is recommended to protect the top of the drilling's walls by steel pipes at least 1,50 m deep.
The concreting must begin at most 8 hours after the finish of the drilling.
4.2.10.4. Drilling under water with unrecoverable casing
The casing is of reinforced concrete or metallic cylindrical sections, introduced in the ground
by driving, vibrations, pressing and/or twisting. The sections shall be assembled in step with the
sinking. The earth inside the drilling shall be dug by: means. of digging tools adapted to the soil's
nature. The two operations: the casing sinking and the drilling are correlated step by step till the
foundation's level.
The drilling under the casing's base level (advanced drilling) is allowed in hard clay or
compact rocks only.
The drilling under water in sand or loose soil shall observe the provisions under 4.2.10.2.
4.2.10.5. Cleansing of the drilling's bottom
The cleansing of the bottom is compulsory for any drilling's procedure and it shall be done
before the instruction of the reinforcement cage and the concreting.
In case of drilling under mud, the bottom shall be cleansed at most 3 hours before concreting.
In sand or loose soils, it is forbidden to cleanse the bottom by mud circulation (with
Mammoth pumps).
4.2.11. Concreting
4.2.11.1. Concreting of the uncasing hole drilling in dry medium
It is forbidden to cast the concrete directly from the mouth of the drilling.
The concreting shall be performed by means of a funnel centered on the axis of the pile, and
of a concrete chute lowered in the hole and raised in step with the concreting.
The concreting may also be made by means of the concrete pump's hose, lowered in the hole.
4.2.11.2. Concreting under water or mud
The concreting is performed by means of tremie pipe (procedure contractor), to avoid the
contact between water or mud with the concrete.
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The diameter of the tremie pipe depends on the aggregate size and the pile's diameter, but it
is not under 20 cm.
The concreting under water or mud shall be managed as a continuous operation, performed
in a single stage. The flow of the concrete depends on the diameter and length of the pile but it is
not under 4m3/h. The first batch must ensure the separation of concrete from water or mud and the
priming of the tremie,
The base of the tremie must always be at least 2 m and at most 4 m under the concrete's
level.
4.2.12. The base injection of piles
Depending on the bottom soil nature, in view to increase the bearing capacity, the base of
the pile may be injected with a suspension (cement grout usually) by means of injecting pipes
embedded in the pile's body and having been lowered together with the carcass in the drilled hole.
The composition of the suspension, the technology and the injection pressure shall be
established for every work, depending on the nature of the foundation soil.
4.2.13. Pile head preparation
The upper portion of a pile shall be always concreted to a higher level than the final one, as follows:
a) For dry drilled piles, the supplementary height of concrete is at least 0,5d but no less than 0,5m
for piles max. 20m long and least 0,75m for piles longer than 20 m (being the diameter of the pile).
b) For piles drilled under water or mud the supplementary height of concrete shall be at least l d but
no less than 1.00m for piles up to 20m long and at least 1.50d but no less than 1.50m for piles more
than 20m long.
After hardening, the entire portion of the concrete found inadequate shall be removed and
completion shall be made if necessary to ensure the minimum restraining height in the pile
foundation mat, provided by the design and in accordance with STAS 2561/4-90SR EN 1536:2004.
4.2.14. Quality control
4.2.14.1. Quality control during the execution
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The quality control shall be made every stage of the piles execution, according the
provisions of SR EN 1536-2004 Execution of special geotechnical work Bored piles chapter
9STAS 2561/4-90.
In case of drilling under mud, the site laboratory has to check the quality of the drilling mud
all the execution time, by samples taken from the batch plant and directly from the drilling.
In the mud from the drilling is inadequate, it will be recalculated in view to reach the
standard parameters.
For the concrete works, following tests shall be performed:
-for every 10 m3 of concrete cast in the drilling, the slump test shall be made on samples
taken on the site,
- for every 20 m3 of concrete, and at least once for every pile, 3 cubic samples shall be taken
the concrete strength test, according to STAS 1759-88SR EN 12350-4:2009 and STAS 127588SR EN 12390-6:2002 .
-for each pile, a concreting diagram must be drafted, showing the concrete consumption all
along the pile, if abnormal consumption occur (under the geometric volume or above it by more
than 30%), the necessary steps shall be taken.
4.2.14.2. Quality control after execution
The quality control of the piles may include:
- checking of the plan and after of the piles
- quality checking of the concrete in the head of the pile,
- checking the continuity of the pile's body
- control tests on piles.
The quality control of the cast concrete shall be done as follows:
a) for the piles corresponding to samples having failed to reach the prescribed class of
concrete, at the strength test;
b) for the piles where some deficiency occurred during the concreting;
c) for a number of piles, established by the design, or by agreement between customer,
contractor and project engineer.
The control may be made:
- by uncovering the piles;
- by coring (after uncovering or by core drilling);
- by non destructive examination.
The checking of the pile's body continuity may be done by:
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- core drilling on all the length of the pile. The procedure requires special equipment ant it
is used only for piles where the data from the drilling-concreting report or other observations put in
doubt the continuity
- non destructive examination (sonic sounding, radioactive sounding, mechanical impedance
etc.)
The sonic sounding is recommended: for this test, 2-4 pipes shall be introduce in the drilled
hole together with the reinforcing cage and shall be embedded in the pile.
These same pipes may be used afterward as injection pipes for the base of the pile.
4.2.15. Acceptance of drilled pipes of large diameter
The drilled hole shall be accepted after the checking of the plan and batter of piles, the
examination of the foundation ground, and of the compliance with the data of the geotechnical
study.
The pile shall be accepted after examination of the data concerning the concreting and of
the quality control reports.
Following documents must be presented:
- the drilling-concreting report of every pile.
- the foundation works register, both documents being vised by the Employer's
representative.
4.3. TECHNICAL CONDITIONS FOR FOUNDATION COLUMNS
Actually, the columns are cast in situ drilled piles with unrecoverable casing.
Usually the casing is made of reinforced concrete sections jointed by metallic flanges or by
concreting.
For columns of great length, the weight of the reinforced concrete tubing may exceed the
driving capacity of the vibrating equipment. In this case metallic tubing may be used. The metallic
pipes being corroded in time, the tubing is considered as a lost frame work, as the structural
analysis of the pile shall be made accordingly.
The usual reinforced concrete columns are tubes of 1.00-2.50 m diameter, whit walls 10-14
cm thick, in sections 6-10 m long.
The tubes may be cast on site or in Contractor's precast plant, by pouring the concrete in
vertical moulds. The reinforcements must be able to support the strain resulted from the driving
and the service strain. The sections are usually joined by screwed flaunges.
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The metallic tubing's are helicoidally welded steel pipes or shells of steel plate manufactured
in workshop. The diameter of the metallic tubing is 1.00-3.00 m, with walls 10-30 mm thick.
The jointing of the sections is made by welding, in step with the sinking.
The design, execution and acceptance of the columns shall observe the conditions under 4.2.
here in before.
Also, for the precast reinforced concrete tubing the provision under NE 012-99 norms shall
be observed.
4.4. TECHNICAL CONDITIONS FOR THE EXECUTION OF PRECAST PILES
The reinforced or prestressed concrete piles require a high consumption of steel, increasing
with the length and the size of the cross section.
Therefore, they shall be used only if the techno-economical study proves their economic
efficiency in comparison with the drilled piles.
For bridge works following precast piles are usual: 30x35 cm and 10-18 m long, 40x40 cm
and 12-20 m long, 45x45 cm and 15-20 m long.
Prestressed concrete piles are recommended for piles longer than 14 m, because they need
less steel - the economy of steel might be of 30-50%.
The minimum class of the reinforced concrete is C16/20.
If the medium is aggressive, the concrete composition shall be established accordingly and
the surface of the piles may be protected (for instane in bath of citom).
The reinforcement of the piles must be able to support the strains occurring in the different
stages; confection, transport, storage, driving, service.
The technical and quality conditions provided by the STAS 7484-74 and by the NE 012-99
2:2010(I, II) norms must be fulfilled.
The reinforcement is made of longitudinal bars and binders, in number, diameter and pitch
established by design.
Taking in account the ramming strain, the head of the pile shall be supplementary reinforced
by 3-5 mats of round bars, 6-8 mm diameter, with eyes of 5-6 cm, and spaced 5 cm from each
other.
The foot of the pile shall be protected by a metallic shoe provided with a mandral 30-40 mm
diameter, of the pile has to meet stony or hard rocks.
The length of the peak shall be equal to the side of the pile.
The pile's sinking may be performed by driving, vibrating, pressing or screwing, but the most
usual are the driving and the vibrating procedures.
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The pile drivers may operate on - land or n water and may be of several types: with free fall
hammer, with single or double acting steam hammer or with Diesel hammer.
The type of the pile driver and the weight of the hammer must be established for every work
function of the pile's dimensions, features of the ground and location (on land or on water).
The head of the pile shall be protected by a driving helmot with wood damper, to avoid pile's
damage by ramming.
In the case of pile's sinking by vibration, the type of the pile vibrator and the max.
perturbatingperturbation force shall be established according at the parameters of the pile and of
the soil.
The procedure of sinking may have unfavourableunfavorable influence over the soil and its
bearing capacity, therefore it is recommended:
- to use the vibrating procedure mostly in sandy soils and, in lesser measure, in dusty clays
of low consistency;
- to use the driving procedure in clay of high consistency, in non-cohesive coarse soils
(gravel, pebbles). In these soils the vibrating procedure is not recommended.
4.5. TECHNICAL CONDITIONS FOR THE EXECUTION OF DRILLED PIERS
4.5.1. Generalities and utilisationutilization field
The drilled piers are foundation structures performed by concreting of a quasi rectangular
hole drilled in the ground.
The trench, forming the body of the pier is digged by means of special foundation plants, also
used for the performance of cast in soil walls, and namely:
- type Kelly - Soletanche, ESGH, ESH20, ESH30, which are recommended in sandy soils
(including clayey sands), in clayey and dusty soils of any consistency and, seldom, in weathered
stony soils (week sandstone, weathered mare). They can not work in soils with boulders, or in
stony or semistonysemi stony rocks.
The shape of the trench complies rouglyroughly with the geometry of the bucket and the
trench's bottom is normally plane.
Type Else operate at best in sandy soils (including clayey sand) but is less efficient in clay of
high plasticity, due to the strong adherence of the clay to the straight bucket.
It is not
recommended in cemented sands, semistorysemi story weathered rocks and can not operate in
stony or semistonysemi stony rocks, or in soil with boulders.
The plants made in Romania performa excavations for drilled piers or the following dimensions:
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- type Kelly: width between 0.60 and 1.00 m, length 2.20 to 2.50 m and depth 20-30 m;
- type Else: width 0.40-1.00 m, length 3.50-3.80 m and depth 30-35 m.
The drilled piers and the drilled piles of large diameter have the same range of
utilisationutilizations.
However, the drilled piers are recommended under following conditions:
- the soil stratification contains at the upper side layers of high compressibility (clayey or
dusty soils of low consistency, loose sand, silt. etc.).
- the plant may perform the restraining of the pier in a stratum of high bearing capacity and of
low compressibility (compacted sand or gravel, hard clay, stony or semistonysemi stony rocks etc).
- the foundation has to support very heavy axial and transversal loads, exceeding the bearing
capacity of other types of foundations.
The drilled piers are deep foundations of high bearing capacity, but they may be made also in
shorter length as a variant to the direct foundations.
The bearing capacity of the drilled piers, estimated by calculation, must be tested on site. The
tests shall be carried out on sample piers, performed outside the lay-out on piers included in the
work.
The execution technology of the drilled piers and of the drilled piles under mud protection,
being similar, the design, execution and acceptance shall observe the specifications under:
- paragraph 2 of the present chapter,
- - SR EN 1536:2004 Execution of special geotechnical works. Bored piles.
STAS 2561/4-90 "Drilles piles of large diameter, general specifications for design, execution
and acceptance",
- technical specifications for the execution of drilled pierspiles.
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CHAPTER 5
BRIDGE SUBSTRUCTURE, ABUTMENTS, PIERS
(mat foundations, elevations, wing and back walls, supporting addles)
5.1. THE ABUTMENTS ARE SUBSTRUCTURE UNITS, FOR THE BEARING OF
THE END SPAN AND FOR THE CONNECTION OF THE BRIDGE TO THE
ACCESS RAMPS.
The bridge piers are also substructure units, for the bearing of two adjacent spans of the bridge.
5.2. THE BRIDGE PIERS AND ABUTMENTS MAY BE PERFORMED ONLY ON
THE BASIS OF A DESIGN.
They may have direct or indirect foundations, as per chapter 4.
The foundation depth is established taking in account, beside the structural analysis, the
stability to scouring.
The substructure must observe the conditions provided in the design, in STAS 10111/1-77
"Railway and road bridges. Substructures of masonry, concrete and reinforced concrete.
Specifications for the design and of the present technical specifications".
The foundation level shall be under the frost depth as it is provided in STAS 6054-77
"Foundation ground. Maxime Maximum frost depth. Romania's territory zoning".
The execution of substructure without adequate geotechnicgeotechnical study is forbidden.
The Contractor must monitor the adequacy between the ground structure provided in the
project and the actual one, on the site and to notify any inadequacy.
Substructure will have to comply with the requirements of project, of the NP 115-04
"Standard on infrastructure design for concrete and reinforced concrete bridges" and of
this technical specification.
The Contractor shall mark the axes of the foundation, before starting the execution; also the
contractor must call the customer in view to accept the marking and to approve the start of the
works.
After the finish of the foundations, the Contractor must make a new survey if any deviation
from the initial marking occur, the contractor must submit to the Engineer's approval the necessary
remedial measures.
Topo measurements shall be made also after the finish of the elevations, with the purpose to
establish- accurately the length of the superstructure.
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Possible remedial works may be performed but only with the approval of the customer.
The foundation, mat foundation, elevation etc may be carried out only on the basis of projects.
The shuttering manner and the facing of the substructure walls have the customer's
approval, and shall be performed on the basis of architectural design, it is required by the Engineer.
5.3. THE JOINTING OF THE ABUTMENT WITH THE EARTHWORK MAY BE
ACHIEVED BY CONS QUARTERS ON WING WALLS
One or another procedure shall be selected on ground of technicotechnical-economical
reasons, and may be carried out on the basis of a design.
The cone quarters shall have maximum slope 1:1, and they shall be protected by rubble
stone - or slab pitching. The pitching must have a foundation deeper than the frost depth. If
necessary to avoid scouring the foundation may be indirect - usually on piles.
In the case of buried abutments, the pitching of the cone quarters must be continued under the
bridge.
To avoid the infiltrations the joints of the pitching shall be jointed with pointing mortar or
shall be sealed with bitumbitumen mastic.
The connection with wing walls is usually applied in the case of great obliguityobliquity or
in special positions with limited area for the connection.
If wing walls are used, it is necessary to take measures to avoid the scouring.
5.4. THE CONSTRUCTION MATERIALS FOR THE EXECUTION OF BRIDGE
SUBSTRUCTURES SHALL FULFIL THE CONDITIONS HEREINAFTER.
5.4.1. The aggregate must comply to the STAS 1667-76SR EN 12620+A1:2003 "Natural
heavy aggregates for the execution of concrete and mortar with mineral bindersAggregates for
concrete" and CP 012/1-2007 NE 012-99 norms.
The sand must be of natural origin. Crushed sand is not allowed. The max levigable part is 2%.
5.4.2. The gravel shall be of river origin, sorts 8-15 and 15-25 cm with the grading curve in
the "very good" zone of the grading diagram. Levigable parts for gravel is 0%.
The mixing of the three types, sand 8-17 mm, gravel 8-15 mm and 15-25 mm must have the
grading curve also in the "very good" zone of the grading diagram.
All the supplied aggregates must be screened, washed and sorted.
The Contractor must take steps to avoid the deposit of dust on the stored aggregates.
5.4.3. The cement
- the cement shall correspond to STAS 388-95SR EN 197-1:2011, SR 3011-1996, SR
1500-19967896;
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- the cement shall be delivered in quantities necessary for consumption in max. 2 months, to
avoid a longer period of storage;
- it is strictly forbidden to mix together different sorts of cement.
Each brand of cement must have its separate store room, silo or container. The state of
conservation must also be taken in account.
5.4.4. Reinforcement
The reinforcement must observe the working drawings of the project.
For other
specifications see chapter 9 hereinafter.

5.4.5. Concrete
The concrete must be of the classes provided by the project.
The concrete mixing shall observe the provisions of the chapter 10 and the concrete placing
the provisions of the chapter 4 and NE 012-99 2:2010 norms.
5.5. REMEDIAL WORKS
If the entire substructure or parts of it, does not correspond to the provisions of the project
and of the technical specifications, the Contractor is obliged to do the necessary remedial works.
After the survey and the analysis of the defects, the Contractor must submit to the approval
of the Engineer the program of the repairs.
The remedial works are at the Contractor's charge.
For defects affecting the quality of the structure, the safety and durability in service, it must
be proceeded as follows:
-
a detailed survey of the defects shall be drafted
the causes shall be searched and supplementary tests, investigations and analysis
shall be done
the short and long term consequences shall be estimated
a repair file (project) shall be drafted including all the necessary explications.
Depending on the findings and on the conclusions of the study, the Engineer may proceed as
follows:
- to approve the repair project, with possible observations
- to order the demolition of the whole work or of a part of it.
- to ask a certified expert appraisal of work containing, the solution for remedial;
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For defects concerning the geometry of the construction, the quality or the color of the
surfaces, but not affecting the safety and the bearing capacity of the construction, the remedial
works shall be done as follows:
-
minor defects may be corrected by decreasing, washing, planing or joint pointing;
for more important defects the contractor shall draft a repair program submitted to the
approval of the customer.
On seen surfaces, with fine facing, the repairs with simple cement wash is forbidden.
The open cracks wich may compromise the durability and the aspect of works must be
sealed, following the Norm C 149-88, regarding procedures for repair of concrete and reinforced
reinforced concrete elements.The open cracks, which may compromise the durability and the aspect of
the works must be sealed by injection and cleansed afterward with compressed air.
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CHAPTER 6
REINFORCED CONCRETE SUPERSTRUCTURE
6.1. GENERAL PROVIZIONS, FORMWORKS, REINFORCEMENT
The present chapter concerns the reinforced concrete works or parts or works of the bridge
superstructures and namely:
-
reinforced concrete girders, on two supports or continuous;
reinforced concrete slabs, cast in place;
reinforced concrete frame structures, arches and vaults;
precast units (carriage-way slabs, sidewalk slabs, type units for railings, slabs for mixt
superstructures);
concrete for monolith binding of the precast unit.
If the structure is also prestressed, the provisions under chapter 11 "Superstructures of

prestressed concrete" shall be observed.
The bridge superstructures of reinforced concrete may be performed only on the basis of a
project, drafted by an authorised design office, and strictly observing the provisions of STAS
10111/2-87 "Bridge superstructures of concrete, reinforced concrete and prestressed concrete design prescriptions and especially the chapter 5.
The precast units may be used in superstructure only if accompanied by quality certificates
and observing the conditions under code of practice CP 012/1-2007 and norm NE 012-2:2010.NE
012-99, Norms for the execution of concrete and reinforced concrete works.
The design of the reinforced concrete superstructure shall contain: the design of the siteorganization, the working drawings of the superstructure, the program of the quality control and
the Engineers Organization in the site.
The design of the site-organization for every work shall emphasize especially the conditions
of storage and maintenance of the materials, components, precast units and devices necessary for
the execution.
The working drawings, accompanied by calculation notes, shall contains all the data
necessary for the execution, including technologic drawings for every succesivesuccessive stage of
the execution.
The working drawings shall include framework and reinforcement drawings for the entire
superstructure and for parts of it. In zones of strain concentration, heavily reinforced, the working
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drawings must show, at a convenient scale the compliance between the reinforcement design and
the actual conditions of concreting.
The framework drawings must include all the details regarding dimensions, tolerances,
performance of the face concrete.
The reinforcement drawings must contain all the data regarding the geometry and position
of the reinforcement, diameters, partial and total length. The drawings must include also:
- quality of the bars (class, deformed or smooth, weldability);
- position tolerances;
- position of the joinings joints and joining details;
- position, shape and natures of spacers and other kaying devices;
- position of handling ears of the precast units.
Also, the reinforcement drawings must show the sections of concreting restart, the
treatment of the surface and of the reinforcing bars in these sections.
The sections with dense reinforcement shall be showed at large scale, with details at actual
scale of the curvature radii and of the bars diameter.
The diagrams for bars shall include: the idem of every mark of the bars, the steel type, the
diameter, the sketch of the bar, partial and total lengths, nominal weight, and the number of the bars
with the same mark.
The diagrams may be on the drawings or in annexes.
The execution of bridge superstructure of reinforced concrete shall observe the provisions
of the project of NE 012-99 2:2010 norms and of the present technical specifications.
6.2. TEMPORARY WORKS
The bridge superstructures of reinforced concrete are performed by the help of temporary
works, namely:
- scaffolding and shoring for girders and straight plates
- centerings, scaffolding and shoring for archsarches and vaults.
The design of the temporary works shall 'be made by the Contractor. The design contains
working drawings and calculation notes. The Employer may ask for the design, but only before the
start of the execution. The temporary works must be performed in such a way as to guarantee the
resistance, shape and aspect of the definitive works.
The execution of the temporary works shall observe the provisions of the chapter 7
"Scaffolding and centering" hereinafter.
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6.3. FORMWORKS
The formworks for the reinforced concrete superstructure shall observe the quality
conditions provided in the drawings. The quality types are:
-
ordinary formworks for unseen surfaces;
formworks for face concrete (girders, slabs, archs, vaults, pillars);
special formworks for face concrete finishing for marginal beams, sidewalk cornice,
railing etc.
The Contractor may propose his own procedure for the execution of the face concrete, with
the agreement of the customer.

In building the formworks for concrete superstructures, the Contractor will take
into account the provisions of the normative NE 012-2:2010 and those contained in
Chapter 8 "casings".
6.4. MATERIALS
6.4.1. Aggregates
The aggregates must observe the provisions of STAS 1667-76SR EN 12620:2003 "Natural
heavy aggregates for concrete and mortar with mineral binders"Aggregates for concrete and code
of practice CP 012/1-2007NE 012-99 norms.
The sand shall be only of natural origin.
The use of crushed sand is forbidden.
The gravel shall be of river origin or crushed stone (chipping), sorts 8-16 and 16-25 mm,
with the grading curve in the "very good" area of the grading diagram.
Depending on the class, the concrete may be composed of 3 or 4 sorts of aggregates:
- sand 0-3 and 3-7 mm (for concrete of lesser class the sand may be of a single sort: 0-7
mm)
- chipping or gravel 8-16 and 16-31 mm.
The mixing of the 3 (or 4) sorts must be in the "very good" area of the grading diagram.
All the supplied aggregates shall be screened, washed and sorted.
The Contractor must take steps to avoid the deposit of dust on the stored aggregates.
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6.4.2. Cement
The cement shall correspond to SR 388-1995SR EN 197-1:2011 "Hydraulics binders:
cement PortlandCement. Part 1: Composition. Specifications, and conformity criteria for common
cements", SR 3011-1996, SR 1500-1996 7896 and SR 7055-1996.
The cement shall be supplied in quantities necessary for consumption in max. 2 month, to
avoid longer period of storage. It is forbidden to mix together different brands of cement.
Each brand of cement must be stored in separate store rooms, silo or container, The state of
conservation must be checked periodically according to the provisions of code of practice CP
012/1-2007NE 012-99 Norms.
6.4.3. Reinforcement
The reinforcement must being compliance with the working drawings of the project. The
delivered steel bars shall correspond to the provisions of STAS 438/1-89 "Hot rolled steel bars for
reinforced concrete" and of STAS 438/2-91 "Drawn wire for reinforced concrete", and must have
quality certificate of the producer.
The utilization range, the constructive procedure and the shaping of the bars shall observe
the provisions of NE 012-99 2:2010 Norms.
Before shaping, the bars must be cleansed of dust, mud, rust, oil spots and other impurities.
The replacement of bars with a certain diameter by bars of another diameter may be made
only with the agreement of the designer.
The Contractor must proof the mechanical parameters (tensile test, flow limit, strain at
failure, number of bendings at failure etc.), in the conditions provided by the NE 012-99 2:2010
Norms.
The supply, shaping and erection of the reinforcement shall also observe the provisions of
this chapter, as here inafter.
6.5. CONCRETE
The composition of the concrete is established on the basis of preliminary tests, using the
supplied materials.
The mixing formula shall take in account the capacity and type of the concrete mixer, the
aggregate humidity, and, in cold season, the temperature of aggregates and concrete.
The batching of the concrete shall be weight-batching.
The admissible tolerances shall be as per code of practice CP 012/1-2007NE 012-99 Norms
and according to the provisions of chapter 10 hereinafter.
The use of plastifing, air-entraining agents etc. is allowed only with the agreement of the customer.
The humidity of aggregates must be daily checked, and at every atmospheric change.
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During the pouring, it must be made sure that the concrete fills completely the forms and no
avoid is left behind.
The mixed concrete must be placed in forms in max. 1 hour for usual cement, and in max.
hour for cement with quick setting, or for concrete of more than 40C temperature.
The fresh concrete must present no segregation of aggregates.
It is forbidden to add water to the already mixed concrete.
The concrete chutes, the lorries for concrete haulage etc. shall be kept clean, and shall be
washed at every interruption of the works. For concrete compactions, mechanical tools shall be
used per vibrators, form vibrators, vibrating tables etc.
6.6. PRECAST UNITS. ERECTION AND MONOLITH BINDING
For structures of precast girders and slabs, the precast units shall be itemized, and shall have
paint inscriptions with he manufacturing date and the type of the unit.
The erection of the precast units must he managed by a specialized engineer and supervised
by skilled foreman with training in such works.
The erection is preceded by specific preliminary works, depending on the type of the unit
and on the shape of the structure.
The erecting plant must ensure the safety of the mounting works.
The laying on supports shall ensure the correct lay out, the necessary supporting length and
the proper contact with the bearing surface.
The precast units shall be freed from the suspension claws after proper achievement of the bearing.
It is compulsory to ensure the stable equilibrium of all erected units.
The definitive joinings shall be achieved in the shortest time possible after erection.
The units surfaces in contact with the binding concrete or with they mortar layer shall be
well cleansed with a wire brush, washed abundantly or blown by air jet.
The erection of precast units shall be checked in accordance with NE 012-99 2:2010
Norms.
The remedial of some defects of the erection must not cause damages of the precast units.
The precast girders and slabs must be monolithicalmonolithically bound together as shown in the
detail drawings.
The precast slabs for mixed structures (steel and concrete) shall be also monolithic bound by
concreting the voids corresponding to the connections and by providing the reinforcement for the
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binding of the connectors to the resistant reinforcement of the slabs. In the prestressed area of the
slabs, sleeves shall be provided to make possible the continuity of the prestressing ables at joints.
The concrete cast for monolithic binding shall be of the same class with the concrete of the
precast unit.
The mix formula of the concrete for monolith binding shall be established by means of tests.
For tensioning, blocking and injection of the prestressing cables for the floor slabs of the
mixt structures, the provisions under chapter 11 hereinafter and NE 012-99 2:2010 Norms shall be
observed.
The tolerances admitted for the dimensions of the precast units are shown in STAS 860079, STAS 7009-79 and STAS 6657/1-89SR EN 13369:20022004. See also NE 012-99 2:2010
Norms for other tolerances.
6.7. WORKS ACCEPTANCE
6.7.1. The contractor has entirely in his charge the expenses for the trials required by the
project.
The tests shall be made in the presence of the customer.
The Contractor has also in his charge the supply of the lorries or convoys necessary for the
trials and the scaffolds and gangways for performing the measurements.
The measurements shall be made by an office selected or agreed by the Customer.
6.7.2. Remedial works
If the entire superstructure or parts of it does not correspond to the provisions of the
project and of the technical specifications, the Contractor is obliged to do the necessary remedial
works. After the survey and the analysis of the defects, the contractor must submit to the approval
of the customer the program of the repair.
For defects affecting the quality of the structure, the safety and durability in service, it must
be proceeded as follows:
- a detailed survey of the defects shall be drafeddrafted;
- the causes shall be searched and supplementary tests, investigations and analyseanalyze shall
be done;
- the short and long time consequences shall be estimated;
- a repair file (project) shall be drafted including all the necessary explications.
Depending on the findings and on the conclusions of the study, the customer may proceed as
follows:
- to approve the repair project, with possible observations
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- to order the demolition of the whole work or of parts of it and its remake in the charge
and on the expense of the contractor.
For defects concerning the geometry of the construction, the quality or the color of the
surfaces, but not affecting the safety and the bearing capacity of the work, the remedial works shall
be made as follows:
-
minor defects may be corrected by degreasing, washing, planing or joint pointing
for more important defects the contractor shall draft a repair program submitted to the
approval of the customer.
On seen surfaces, with fine facing, the repairs with simple cement wash is generally
forbidden, and it might be done only with the agreement of the customer.
The open cracks wich may compromise the durability and the aspect of works must be
sealed, following the Norm C 149-88, regarding procedures for repair of concrete and reinforced
reinforced concrete elements.. Sealing of cracks can be done with special materials, based on
a technology approved by the Engineer and instructions for application of those
materials.
The open fissures, which might compromise the stability and durability of the works shall be
sealed by injections, and cleansed afterward by compressed air.
At the end of the works the Contractor makes a reception of the whole construction and
clear the area removing the scaffolds, shorings, deposits etc in view to ensure the free work of the
structure.
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CHAPTER 7
SCAFFOLDING AND CENTERINGS
7.1. THE PRESENT CHAPTER CONCERNS THE TEMPORARY WORKS,
which, depending on the destination, may be divided in:
-
scaffolding and centering for the support of the structures during execution
service scaffolds for the movement of the workmen, tools and materials
protection devices, in case of works carried-out under circulation (for instance against
materials or tool falls).
All scaffolding should be designed and manufactured to support loads without

appreciable settlements or deformations . The Contractor shall use approved jacks,
wedges or other means of removal of formwork settlements before and during
concrete pouring.
7.2. THE DESIGN OF THE TEMPORARY WORKS MAY BE MADE BY THE

CONTRACTOR OR BY A DESIGN OFFICE
and must be agreed by the Engineer and has to fulfilfulfill following conditions:
- to ensure safety of workers and permanent works;
- to take into account the data required for final work;
- to adopt simple static scheme, avoiding as much as possible elements with high flexural stress
and deformation;
-to be strong and rigid;
-to allow quick build and slow and safe stripping through decentring devices ;
- not to obstruct the river bed and provide necessary clearance under the bridge;
- deformations of temporary works must not cause damage to concrete setting or hardening;
-to specify the Detailed sequence of all phases;
-to include written explanatory parts and drawings;
-
to assure he security of workmen and of the definitive works
to take account of the factors imposed by the definitive work
the deformations of the temporary works must not harm the definitive works during
setting or hardening time
- to include the detailed succession of the execution stages

- to contain working drawings and technical report.
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A complete set of the design must be permanently on site at the Employer's disposal.
The drawings must define the geometry of the temporary works, as well as the nature and
parameters of all the component units.
The drawings must also emphasize:
- the measures for the stability and protection of the foundations;
- the assembling procedure of the component units of scaffoldings and centerings;
- the supports of the bearing elements, which must be compatible with their own stability
and with the stability of the units which they rest on;
- the bracing system for assuring the stability in space;
- the rules to be observed during the handling and for all the operations of adjustment,
keying, uncentering, form stripping, dismounting;
- the counter flexures and the tolerances in execution;
- the concreting procedure; the free deformation of the concrete due to contraction and
prestressing the control devices for the measure of deformations and settlements.
The technical report must contain:
- the specification of necessary materials;
- instructions for the erection of temporary works;
- instructions regarding the units whose failure might affect the security of works.
7.3. EXECUTION AND UTILISATION OF TEMPORARY WORKS
The quality of the materials, new or re-used, must correspond to the provisions of standards in
force.
The Contractor must present quality certificates for the new materials; for the re-used
materials the Contractor must guarantee the equivalence of their quality with that of new materials.
The use of re-usable elements or materials is allowed as long as the deformation or the
effect of fatigue do not risk to compromise the safety of the works.
The Contractor must emphasize in the drawings the admissible number of re-uses.
Scaffolding can be supported by sheet piling to be placed, beaten and disposed of in a consistent
manner without compromising execution security. Scaffolding can also be supported by beams hung by the
permanent bridge infrastructure, according to instruction given by Engineer-Consultant.
Scaffolding execution should not begin until written approval is given by, the Engineer. Engineer
will check the scaffolding over for complies with execution drawings and for its general conditions.
Special attention will be given to lateral stability, support, braces, wedge, and jacks.
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Scaffolding should be set to produce the final structure to the elevation and dimensions shown in
drawings. Contractor shall consider and compensate deformations that execution method can create.
Scaffolding materials can be both new and used. All materials are subject to inspection by the
Engineer to determine if they are fit for purpose for which they are used.
All materials, which Engineer finds that are broken, bent or for any other reason unfit for use, will
be rejected.
Scaffolding supports and scaffolding must be protected against impact and vibration effects by
placing bracing or limiting access to equipment and execution devices.
When the sheet pilings from the scaffolding placed in the stream flow are not required
anymore, they should be removed.
Damaged materials shall be disposed or repaired in specialized workshops. In the latter case, the
Contractor will justify the validity of repair. This justification will not mitigate his responsibility.
The declassed materials are disposed as waste or are repaired in workshops. In the last case
as certain the validity of the repair.
7.4. EXECUTION, UTILISATION, TRIALS
The tolerances of the temporary works depend on the tolerances of the permanent works.
The deformations of the temporary works must be checked by the contractor; the control
levellings shall be related to the bench marks accepted by the Engineer. The results of the
measurements shall be transmitted to the customer.
The Contractor must take necessary steps in view to avoid the deformation.
The Contractor must ensure the regular maintenance of the temporary works.
7.5. REMOVAL OF FORMWORKS AND SCAFFOLDING

Necessary attention will be given to formwork removal. Metal tools should not directly touch the
green concrete.
Scaffolding or support structures supporting concrete structures or formwork, supporting the
concrete deck, must remain in place until tests on concrete samples indicates an obtained compressive
strength of at least 15 MPa. Without these tests, the following conditionsns shall be met, regarding
minimum period of time for keeping in place the Scaffolding, except for the time when air temperature is
below 40C and concrete is not protected .
Floor slabs
7 days
Walls
14 days
Piles
7 zile
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Culvert slabs
7 zile
Supports should be removed gradually to allow the concrete to support his mass, evenly.
Scaffolding Supports should be released near the center opening and progress through end brackets.
All sheet piles from scaffolding should be removed.
7.56. COMPLEMENTARY SPECIFICATIONS CONCERNING CENTERING,

SCAFFOLDING.
The design of the centerings and scaffoldings must be approved by the Engineer.
For the secondary scaffolds, schemes of principle are admitted. The design or schemes of
the temporary ones shall be presented for the Engineer's approval, 15 days at least before the start
of the execution.
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CHAPTER 8
FORMWORKS
8.1. GENERAL DATA
The formworks are temporary works made usually of re-usable units, which, after erection
in the lay-out, give the designated shape of the concrete.
The notion includes also the propping, bracing, and the corresponding supporting devices,
bolts, pipes, tie-bars, spacers, contributing to the achievement of the required shape.
The formworks are carried out only on the basis of design, drafted by authorized design
offices, observing the provisions of STAS 7721-90 and fulfilingfulfilling following conditions:
- to ensure the shape, dimensions and finishing degree provided by the design, for the
construction to be achieved, observing the admitted tolerances under NE 012-99 2:2010 Norms;
- to be tight enough to avoid loss of cement lactance;
- to be stable and resistant to the loads appeared during the execution;
- to assure the established order of mounting - dismounting, without harming the lined
concrete elements or the components of the formwork or propping;
- to permit, at stripping, a gradual loading of the concrete structure;
- to permit the closing of the joints, avoiding the formation of wedges or sills;
- to permit the easy closing of the openings for the control inside the formwork and for the
discharge of waste water, before the begin of the concreting;
- the surfaces in contract with the concrete must be clean, without cracks or other defects.
The formworks design must also contain the technology of the erection and removal.
The formworks may be divided in:
- fixed formworks, processed and erected on the site and used for a single concrete casting;
- stationary dismountable formworks, achieved from elements or sets of elements reusable
for a certain number of concrete casting;
- mobile dismountable formworks, which are moved and take successive positions in steep
with the concrete pouring (sliding or stepping forms).
Function of the nature of materials, the formworks may be also divided in:
-
wood or wood lined forms;
tego plywood forms;
veneered forms, joined or treated with resins, or similar types;
metallic forms.
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8.2. BESIDE THE GENERAL CONDITIONS HERE IN BEFORE, THE

FORMWORKS MUST ALSO FULFIL THE FOLLOWING SPECIFIC
CONDITIONS:
- to permit the proper placement in position of the reinforcement and of the prestressing
cables;
- to permit the safe fixation and in conformity with the design, of the units embedded in
the head zones of the girders (reparation plates, sheaths etc.);
- to permit a good compaction of the concrete, especially in the anchoring zones of the
prestressed girders;
- to afford working and moving posibilitiespossibilities for the crew carrying-out the
concreting, avoiding their circulation on the prestressed reinforcement;
- to afford the elastic shortening due to precompression and the gradual loading of the own
weight, according to the provisions of the design;
- if necessary, to be provided with handling ears and with devices for the fixing of the form
vibrators.
8.3. PRELIMINARY WORKS AND ACCEPTANCE:
8.3.1. Before each re-use, the formworks shall be revised and repaired.
The number of re-uses shall be established with the agreement of the Engineer.
In viev of re-using, the formworks shall be treated as follows:
- they shall be carefully cleansed, repaired and washed before and after the re-use. It
is not allowed to cleanse the forms only by air-jet;
- the surfaces in contact with the concrete shall be oiled by a solution allowing easy
stripping; if the solution is oily, lubricant, the contact with the reinforcement must be avoided.
8.3.2. For the correct execution of the formworks each stage of the operation shall be
checked, namely:
- before the erection, the preliminary works and the units or sets of units of the formworks
and propping;
- during the execution, the correct position and the manner of the units fixing;
- finally, the acceptance of the formworks, inscribing the findings in the "Register of
reports concerning the quality control of concealed works".
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If lubricating oils are used is not allowed to come into contact with reinforcements.
Lubricating substances for formworks shall be applied in layers on the inner surface and shall have
no harmful influence on the concrete surface (not stain concrete, do not affect durability of
concrete, do not corrode formwork). Formwork release agents must be applied easily and to retain
the same properties regardeless of climatic conditions of the works.
Undo edits
8.4. FORMWORKS ERECTION, TREATMENT DURING CONCRETE

HARDENING
8.4.1. The formworks erection includes following works:
- the marking of the position
- provisional assembling and supporting of the panels
- control and position correcting of the panels
-joining, binding and definitive propping and bracing.
8.4.2. If the supporting elements of the formworks rest on the ground, the repartition of the
strains shall be made accordingly, taking in account the compaction of the ground and the
possibility of softening, in view to avoid settlements.
If the ground is frozen or exposed to frost the supporting manner must avoid displacements
due to temperature change.
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CHAPTER 9
REINFORCEMENTS
The present chapter contains the technical specifications for the design, supply, shaping and
erection of the reinforcement for reinforced concrete superstructures of the bridges.
For specific conditions concerning the foundations, the elevations of the substructures,
prestressed concrete superstructures see chapters 3,4,5 and 10.
9.1. STEEL FOR REINFORCEMENT
The steel bars for concrete reinforcements must fulful the technical conditions of STAS
438/1-89; 438/2 91; 438/3 - 98 89 and STAS 6482/1-73; 6482/2,3,4-80.
The usually types and the range of applicability are shown in the following table,
corresponding to the provisions of NE 012-99 (I, II) Norms.:
Type of the steel
Round smooth bars STAS 438/1-89
Drawn smooth wire of reinforced
Symbol
OB 37
STNB
STAS 438/2-91
Welded wire fabric for reinforced
STNB
welded carcasses; repartition reinforcement
concrete STAS 438/3-98

Deformed bars for
PC 52
Strength reinforcement for concrete of min
PC 60
C12/15 class
reinforced
Field of applicability
Strength or repartition
Strenght reinforcement of welded wire fabric or
concrete STAS 438/1-89
C16/20 class
Prestresses reinforcement
SBP I and
- smooth wire STAS 6482/2-80
SBP II
- printed wire STAS 6482/3-80
SBPA I and
- strands

C25/30 class
SBPA II
TBP
For imported steel, the quality certificate from the import company is mandatory.
In this certificate the corresponding type ofsteel from STAS 438/1, 2, 3 - 89, 91, 98, should
be shown. The equivalence must take in account all the quality parameters.
In this certificate, the corresponding type of steel from STAS 438-80,91 or STAS 6482-80
shall be shown. The equivalence must take in account all the quality parameters.
If doubts do exist, concerning the equivalence, the contractor might use the steel only after
laboratory tests, with the written agreement of a specialized institute, and the approval of the
customer.
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9.2. QUALITY CONTROL

The delivery of the steel for concrete reinforcing is made according to the valid
prescriptions, and is accompanied by the quality certificate.
The reception of the steel shall be made according to the rules and quality control
procedures provided by STAS 1799-88 "Constructions of concrete, reinforced concrete and
prestressed concrete. Specifications for quality control of materials and concrete necessary for the
execution of concrete, reinforced concrete and prestressed concrete works". The wire SBP for
prestressed concrete shall be delivered in flakes 2 m diameter minimum.
Each SBP wire flake shall have label containing its number, the number of the batch, the
quality and the punch mark of the CTC (quality technic control) and shall be accompanied by the
quality certificate of the producer.
The Contractor must check the mechanical parameters (the tensile strength and the number
of alternating bendings) for every flake, and, for 10 % of the flakes, the flow limit, the relative
elongation at failure and the number of twistings at failure. These parameters shall be measured on
samples taken from both ends of the flake.
The wire flakes slightly rusted shall be cleansed by wire brush.
For the quality control, samples shall be taken as frequently as provided by STAS 1799-88,
STAS 6482-80 and NE 012-99 (II)2:2010 Norms.
For each supplied quantity and brand of steel for concrete reinforcement, the quality control
shall be made in accordance with the pt. 17 of the NE 012-99 2:2010 Norms and shall consist of:
- the examination of the quality or guarantee certificate
- the checking of the section's dimensions
- the examination of the aspect
- the cold bending test.
9.3. TRANSPORT AND STORAGE
The steels shall be hauled in covered wagons or in lorries with tarpaulin- these vehicles shall
be cleansed of rests, avoiding the corrosion or soiling of the steel.
The wire flakes or drums provided with protective packing shall be carefully handleld and
stored, to avoid the damage of the packing; if this happens, the provisions for unprotected
reinforcement shall be observed.
Following measures shall be taken by steel transport, handling and storing.
- to avoid scotching, striking or bending
- to avoid sotling by earth, greasy matter, sut etc.
- to avoid the contract with incandescent material or with flame of the welding-cufting
operations.
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The steel shall be stored by batchs and diameters in arranged store-areas in such a way as to
avoid the contract with corrosive matter.
The depositing of wire flakes for prestressed concrete shall be especially secured, taking in
account the aggressivity of the environment, in accordance with the pt. 3.7 of the NE 012-99
Norms..
The deposits have also to allow an easy identification of every sort or diameter.
The steel bars shall be delivered in straight shape, and they shall be stored as straight as
possible, and the threaded heads shall be protected accordingly.
9.4. CONFECTION OF REINFOCEMENT
a) Shaping of bars for concrete reinforcing
The steel bars shall be shaped, and the reinforcing cages shall be made and erected, in strict
conformity with the provisions of the design.
Before starting the works, the Contractor will do an analysis of the design, in comparison
with his own practical possibilities of mounting and with the technology of concreting and
compacting. If necessary the Contractor may apply to the Engineer for a reexamination of the
reinforcing disposition provided by the design.
The reinforcing bars to be shaped, must be clean and straight. The impurities must be
removed, also the rust, by wire brush.
After the removal of the rust, the decrease in section of bars must not exceed the tolerances
for diameters provided in the product standard.
The steel delivered in flake or in bent bars must be straightened, before cutting and shaping,
but without deforming the profile. At straightening by winch the maximum lengthening shall not
exceed 1 mm/m.
The cut and bent bars shall be stored in labeled packs in such a manner as to avoid
confusion and to keep them clean and without deformation.
If the climatic conditions may cause steel corrosion, the shaped bars must be erected and
concreted within 15 days from the shaping operation.
It is forbidden to cut and bend steel bars at temperatures below 10C.
The deformed bars of more than 25 mm diameter shall be hot shaped.
The design, shaping and erection of the reinforcement shall observe the constructions
provisions for concrete reinforcing included in chapt. 6,7 of STAS 10111/2-87 and in Chapt. 10 of
NE 012-99 2:2010 Norms.
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b) General specifications for prestressed reinforcement

Following conditions shall be observed for any type of prestressed reinforcement:
- the quality certificate of the steel batch shall be checked; in its absence or it the conditions
of transport and storage are in doubt, the quality shall be checked - according to STAS 1799-88 by means of mechanical tests (tensile strength, alternating bendings etc.);
- the steel bars or wires shall be cleansed, the non-adherent rust shall be brushed away, in
view to secure a proper bond in blockings, concrete or injection growtgrowth;
- the steel presenting a begin of corrosion might be used only after trials proofing that the
physicophysical-mechanical parameter were not affected;
- the reinforcements to be simultaneously prestressed, should be, if possible, from the
same batch;
- the portion of bars having suffered local bending and remaining deformed after, shall not
be used, the straightening being forbidden. However, slight deformation, due to transport or
storage, might be mechanically strainghtenedstraightened, at temperatures over +10C;
- for individually prestressed reinforcement, the diagram shall be established by a licensed
laboratory, on short samples, according to STAS 6605-78 "Tensile strength test of steel bars, wire
and wire products for prestressed concrete";
- for post stressed reinforcement, the actual value of the elastic modulus shall be
established on the site in the same time with the determination of the loss of tension due to the
friction on the route;
- for the design, preparation, erection and placement of the prestressed reinforcement and
also for the tensioning, blocking and injecting, the provisions of chapt.er 7.9 of STAS 10111/2-87
and of chapt. 3,4,7 and 8 of NE 012-99 2:2010(II) Norms are compulsory.
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CHAPTER 10
CONCRETE
10.1. GENERAL SPECIFICATIONS
The present chapter the general specifications necessary for the design and execution of
concrete, reinforced concrete and prestressed concrete for bridge structures.
The execution of concrete works for foundations, elevations, reinforced or prestressed
concrete superstructure will also observe the specific provisions under chapters 3, 4, 5, 6 and 11.
Also, the specifications under annex I.3, I.4 and I.5 of the NE 012-99 Normscode of practice CP
012/1-2007 and, , STAS 10112/2-87 and STAS 1799-88 must be taken in account.
The quality of the concrete is defined by the classes.
Concrete class is defined based on characteristic strength according with CP 012/1-2007, which is
in N/mm2 the compressive strength determined on cylinders 150 / H = 300 mm or cube with
sides of 150 mm, at the age of 28 days, under whose value may all be statistically less than 5% of
the results. Specimens will be stored according to SR EN 12390-6:2002.
For correlation with concrete classes defined conf "10111/2-87 STAS", a table of
equivalence is presented below:
Undo edits
The concrete classes are established on the basis of the characteristical strength, which is the compression strength at
28 days, on cubic samples 150 mm of side; under the value of this characteristical strength only max. 5 % of the
results might be met.
For the correlations between classes and marks of the concrete, the following table shows the equivalence as well as
recommendations concerning the minima classes. of concrete for various bearing units of bridges.
Recommendations concerning minimal classes of concrete in:
Concrete class
Concrete mark
Substructure
Superstructure
STAS 10111/1 - 77
STAS 10111/2 - 87
1
2
3
4
C 2,8/3,5
Bc 3.5
Leveling and filling concrete
C 4/8
Bc 5
Concrete screed laid to fall
Mass foundations of plain concrete, for
cone quarters, retaining walls, wing
C 6/7,5
Bc 7.5
walls, wing walls on soil without
underground water
-Ditto, in soils with under-ground water
-Mass foundations of reinforced concrete
for culverts, wing walls retaining walls,
Mass units of plain
bridge piers and abutments
C 8/10
Bc 10
and reinforced
-Mass elevations of plain concrete for
concrete
culverts, wing and retaining walls,
bridge piers and abutments, retaining
and back walls included
C 12/15
Bc 15
Reinforced concrete elevations, face
Superstructure for
concrete, reinforced concrete, bearings
cast in-site pipe
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and panels
C 16/20
Bc 20
(C 18/22,5)
C 25/30
C 28/35
C 32/40
C 40/50
C 50/60
Bc 22.5
Bc 30
Bc 35
Bc 40
Bc 50
Bc 60
culverts
Superstructure and
pipe culverts of
precast units
Superstructure on
prestressed concrete
Concrete class
Concrete class
CP 012/1-2007
STAS 10111/2-87
C 8/10
Bc 10
C 12/15
Bc 15
C 16/20
Bc 20
C20/25
Bc 25
C 25/30
Bc 30
C 30/37
C 35/45
Bc 35
C 40/50
Bc 50
C 45/55
C 50/60
Bc 60
To ensure sustainability, the project will consider the manner and extent to which
the work is exposed to aggressive environmental factors and will observe the "Code of
practice for concrete production" indicative CP 012/1-2007
If after considering the special environmental conditions special measures are
required, concrete class will be determined in accordance with the following parameters:
- degree of impermeability;
-type of cement;
-minimum cement content;
-water/cement maximum ratio.
To ensure the durability of bridges, the design must take in account the regime of exposure and the
nature and degree of the environmental aggressivity, according to NE 012-99 Norms, and namely:
- table 5.1 for construction elements exposed to weather, humidity or in contact with
underground water;
- table 5.2 for exposure to natural aggressive water;
- table 5.3 - specific regulations for certain aggressive mediums.
If, after the analysis of the location's conditions, the necessity of special measures do
appear, the class of concrete shall be established accordingly and also the following parameters:
-
the impermeability degree;
the type of cement;
the min cement factor;

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the max. water-cement ratio.
For very important and special bridges, the collaboration of technic high-school specialized
chairs and laboratories is recommended in view to study a profound structure analysis, to make
model experiments, to elaborate special specifications and to provide technical assistance during the
execution.
10.2. MATERIALS FOR CONCRETE
10.2.1. Cement
The usual types of cement, their parameters, the field and condtions of applicability are
described in Annex M from Code of practice for manufacturing of concrete CP 012/1-2007 and
NE 013-02.
The usual types of cement, their parameters, the field and conditions of applicability are
described in pt. 4.1. of the NE 012-99 Norms.
a. Delivery and transport
Cement is delivered packed in paper bags or bulk, transported in road vehicles or
railway wagons, accompanied by documents certifying quality.
For bulk cement, transportation is made only with road vehicles, with special
containers or special railroad wagons type Z.V.C. using air discharge.
Cement shall be protected from moisture and dirt during storage and transport.
If the cement is aquired from a warehouse , delivery of cement will be
accompanied by a declaration of conformity, which shall state:
-type of cement and producer;
-arrival data into the warehouse;
- quality certificate number issued by the manufacturer and the dates contained in
this;
- proof of the conditions of storage;
-number of the cement quality analysis bulletin performed by an authorized
laboratory and data contained therein, including clarifying the conditions of use, in all
cases where the warranty period has expired.
Suppliers guarantee obligations on cement will be included in the contract between producer and
user.
Sampling of cement is made in accordance with the Contractors quality, verification and test plan.
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To perform testing in case of doubt, etc.. is advisable to collect a sample for each type of cement
and day of delivery. Sampling is generally made after delivery, but not later than 24 hours after delivery.
Sampling and testing samples is done in the presence of manufacturer to eliminate any doubt.
The cement is delivered in bulk or packed in paper, sacks, and it is accompanied

by quality certificate.
The cement in bulk is hauled by means of tank wagons, tank trucks, containers or
closed wagons, exclusively used for the haulage of this product.
The cement in sacks is hauled in closed wagons or covered lorries.
b. Storage
The cement shall be stored after the examination of the quality or guarantee certificate and
after checking the free capacity of deposit in the silos allocated for the respective type of cement or
in specially arranged store rooms.
The bulk cement shall be stored in silos, not having contained previously other materials.
During the service time of the silos, the batchsbatches of cement will be accounted for, by
daily registering of receptations and deliveries.
The cement in sacks shall be stored in closed store-rooms.
The sacks shall be laid in piles, keeping a free space of 50 cm from the exterior walls, and
for circulation. The piles shall have max. 10 rows of superposed sacks and each pile shall be
labeled with the date of delivery, the sort of cement and the date of fabrication.
The cement shall be used in the order of the fabrication dates.
The storage time shall not exceed 60 days for cement with admixture material and 30 days
for cement Portland.
Cement whose warranty period has been exceeded, must be checked regarding quality and if found
under class, must be removed from the area, stored in a warehouse and identified separately. This cement
can be used for works requiring a lower class of cement , only with the approval of the Engineer.
Quality control for cement it is made:at the supply stage, including quality/guarantee
certificate verification issued by the manufacturer or the delivery base according to table 22 of the
"Code of practice for manufacturing of concrete" CP 012/1-2007 and Contractors plan of checks
and tests
Test methods are regulated by the following standards: SR EN 196-1:2006, SR EN 196-3:2006,
SR EN 196-6:2010, SR EN 196-7:2008, SR EN 196-8/2010.

The cement stored for a longer time shell be used for concrete and reinforced concrete, only
after checking the conservation state, according to pt. 4.1.5. of the NE 012-99 Norms.
The quality control of the cement shall be made:
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- at delivery, according to annex VI.1. pt. A.1

- before utilisation, see annex VI.1. pt. B.1 of NE 012-99 Norms.
The testing procedure shall be as per SREN 196/1,2,3,4,7,21-95, SREN 196/6-94 and pt.
4.1.5. of the NE 012-99 Norms.
10.2.2. Aggregates
The aggregates for concrete having the apparent density between 2201 and 2500 daN/m3,
are of crushed stone or of natural origin.
The aggregates must fulfilled the technical conditions of STAS 1667-76SR EN
12620+A1:20032008 annex IV.3.
Following sorts shall be used in the composition of concrete:
(1) 0-3 mm,

(2) 3-7 mm,
(3) 7-16 mm and
(4) 16-31 mm.
The sort (4) may be replaced by 16-25 mm in the case of crushed aggregates.
The aggregates shall be stored on concreted platforms with slopes and gufters for water
drainage. For separation between the sorts, compartments of sufficient height shall be made.
It is forbidden to store the aggregates directly on the ground or on platforms of ballast.
The deposits shall have access roads, so that the soiling of aggregates be avoided. If the
supply is made by means of railway, it is necessary to provide an area for storing the rejected
batchs, according to annex VI.1 pt. A.2 of NE 012-99 Norms.
Aggregates quality control is shown in Table 22 of the "Code of practice for manufacturing
of concrete" indicative CP 012/1-2007 and verification methods are covered in STAS 4606/80.
For prefabricated elements will follow practice code NE 013-02 Annex 7.1.
The quality control of the aggregates shall be made:
- at delivery, as per annex VI.1 pt. A.2
- before utilization, as per annex VI.1 pt. B.2.
The testing procedure shall be as per STAS 4606-80 annex IV.4.
10.2.3. Water
The water for concrete may be from the public network or from other source, but in this last case
the technical conditions of STAS 790-84 must be fulfilled. Mixing water used in manufacturing
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of concrete may come from the public water network or otherwise, but in the latter case must
meet the technical requirements speciffied in SR EN 1008-2003
10.2.4. Additives
In the composition of concrete additive agents may be used in the purpose of:
-
improving the workability of the concrete for thin elements or poured by pumping;
improving the impermeability degree for constructions exposed to weather or in

aggressive environment;
increasing the concrete strength;
improving the freezing-thawing resistance;
adjusting the hardening time, by accelerating or by retarding, function of technological

need;
increasing the durability and improving the homogeneity of the concrete.
Use of additives in manufacturing of concrete is mandatory in cases mentioned in practice code CP
012-1/ 2007:
Determination of the type and dosage of additives is performed along with setting concrete class.
Where are used simultaneously two types of additives of which compatibility is not known,
preliminary tests of concrete recipe are mandatory.

The usual types of additive agents and the conditions for use are showed in annex I.3 of
NE 012-99 Norms.
Other types of agents or the simultan utilisation of two different additives is permitted only
on the basis of special specification and of a study elaborated by a licensed laboratory.
The trial of the agents shall be done in accordance with annex VI.1.
10.2.5. Power plant ashAdditions
Additions are fine inorganic materials that can be added to concrete in quantities exceeding 5% dry
weight compared to cement weight, to improve its characteristics or to achieve special properties.
Additions can improve the following characteristics of concrete: workability, the degree of
impermeability, resistance to aggressive chemicals.
The use of additives is in line with CP 012-1/2007

The power plant ash may be used in the composition of the concrete for the improvement of
some parameters (workability, impermeability, aggressivity resistance etc.).
For its utilisation, the provisions of pt. 4.5. - NE 012-99 Norms, shall be observed.
The quality control shall observe the annex VI.1 of the NE 012-99 Norms.
The agreement of the customer is necessary for the use of power plant ash.
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10.3. CONCRETE MIXING AND HAULAGE

Personnel involved in the production and control of concrete will have the knowledge and experience
required for these types of activities.
It will comply with "Code of practice for manufacture of concrete" CP 012/1-2007 indicative and
for precast elements the Code of Practice NE 013-02.
Contractor shall prepare and identify the station that will provide concrete, and to have it approved
by the Engineer.
Dosing components of concrete materials shall be allowed the following deviations:
-aggregates
3%
-cement and water
2%
-additions
3%
-additives
5%
For mixing concrete, mixers can be used with forced mixing or free fall. When using aggregates
with grains larger than 40 mm will be used only with free-fall mixer.
By mixing should be obtained a homogeneous distribution of the materials and constant workability
The order of introduction of the materials in the mixer will be from the lot of largest grain
aggregates.
Mixing concrete components will be made until a homogeneous mixture.is obtained.
Mixing time depends on the type and composition of concrete, environmental conditions and the type
of installation used.
Mixing time will be at least 45 sec. since the introduction of last component.
Mixing time will increase as necessary for:
- use of additives or adittions;

- periods of cold weather;
- use of aggregate grains larger than 31 mm;
- concrete with low workability (settlement less than 50 mm).
It is recommended that green concretes temperature at the start of casting, to be between 5 C and
30 C.
Charging time of a means of transportation, or preservation of concrete in the bunker pad will be
maximum 20 minutes.
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At the end of an work shift, or termination of concrete preparation for a period exceeding one hour,
it is imperative that the drum mixer to be washed with high pressure water or water mixed with gravel and
then immediately emptied completely.
When already mixed concrete (made from plants, concrete plants) is used, the user (contractor)
must have information from the manufacturer in regarding the composition of concrete in order to perform
concrete casting and treatment in appropriate conditions to assess progress in time of strength and durability
of concrete structure.
Transportation must be done taking measures to prevent segregation of concrete, loss of components
or contamination of concrete.
No concrete for structures will be transported with vehicles without stirring. The maximum duration
possible for transportation depends mostly on the concrete composition and atmospheric conditions. The
maximum duration is considered from the time of loading until the end of the unloading from the mean of
transport, and not exceed the guideline values presented in the table below for cement class 32.5 / 42.5 only
if using retarders additives.
The maximum transport time of concrete with self stirring vehicles:

Maximum transport time (minutes)
Cement class 32,5
Cement class 42,5
50
35
10 < t 30
70
50
t < 10
In general, it is recommended that green concrete temperature before pouring, to be between (5-30)
Concrete temperature (C)
C.
For concrete with a temperature above 30C additional measures are required such as establishment
of a specialized institute or an authorized laboratory of appropriate technology for preparation,
transportation, treatment and laying of concrete and efficient use of additives, retarders, etc.
In case of transport by road truck, the maximum transportation time is reduced by 15 minutes, to
the limits of the table.
Whenever the time between unloading and reloading of concrete fro vehicles exceedes one hour and
at the cessation of work, they will be cleaned with running water; for mixers, they will be filled with
approx. 1 m3 of water and will rotate full speed for 5 minutes, then water should be emptied completely.
The concrete mixing is made by concrete batching and mixing plants. These plants are
endowed with one or several concrete mixers.
The concrete plant of more than 10 m3/h yield are managed by a chief of plant and operate
under the conditions of a license emitted by CNAMEC pt.1.9 of NE 012-99 and authorized by
MLPAT.
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The concrete plants of max. 10 m3/h nominaly veild shall be managed directly by the chief of
the site and shall operate with the agreement of the Engineer.
For the concrete, reinforced - and prestressed concrete works, the types of concrete are
differenced and registered depending on the class of concrete, the workability, the type of cement,
the size of aggregates, the impermeability degree, the gelivity degree and the type of additive agent.
In the concrete order applied to the plant, it will be emphasized the type of concrete as per
table 5.4. of NE 012-99 Norms, the delivery rhythm, and the structure unit to be concreted.
The catalogue of the concrete types to be produced by the plant shall be established as per
table 5.4. of NE 012-99 Norms.
For usual works the mix formula is established by the contractor's laboratory as per annex
I.4. of NE 012-99 Norms.
The mix formula shall be made:
- at plant's actuation;
- at cement or aggregate changes;
- at introduction or change of additive agents;
- for concrete of special characteristics.
The mix formula must be agreed by the customer. For special constructions and also if
cement, aggregates, additive agents and material not included in the valid standards and norms, are
used in the composition, of the concrete, the mix formula shall be established on the basis of a
study elaborated by a research institute and a licensed laboratory.
During the mixing, the mix formula shall be amended by the plant's laboratory, with
customer's agreement, taking in account the tests concerning:
- the moisture of the aggregates;
- the grading of the sorts;
- the bulk density of the fresh concrete;
- concrete's workability.
The concrete's components shall be batched by weight method, following tolerances being
admissible.
3 % for aggregates; 2 % for cement and water
5 % for additives; 3 % for power plant ash.
The concrete batch mixer may be of forced mixing type or free fall mixers.
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The order of the introduction of materials in the mixer shall be as per the technic book of
the mixer, but always begining with the large-sized sort of aggregate.
The mixing time is at least 45 seconds, and shall be increased, as the case may be, in cold
weather, use of additive agents, concrete of low workability.
The transport of concrete with slump more than 5 cm shall be made by motor stirrer and of
the concrete with slump max. 5 cm by means of dump body trucks, arranged accordingly.
The local haulage of the concrete may be made by means of concrete buggy, pump,
conveyer, concrete chute.
The means of haulage must be tight to avoid the lost of the cement lactance.
In hot or rainy weather the free surface of the fresh concrete shall be protected in case of
haulage distances longer than 3 km.
The transport duration must not exceed 45-60 minutes, in conformity with the chapter 12 of
NE 012-99 Norms.
10.4. GENERAL SPECIFICATIONS FOR CONCRETING
The concreting may start only after the fulfilmentfulfillment off following conditions:
- the mix formula is agreed by the Engineer and for concrete C 20/25 or of higher class,
sufficient preliminary tests are made,
- the preliminary works are achieved, all necessary materials are supplied and the plants and
equipment are operational,
- the earthworks, formworks and reinforcement have been accepted. If a long time has
elapsed from the reinforcement's erection, and it is found with frequent spots of non-adherent rust,
the reinforcement must be dismounted and erected again after cleansing,
- the surfaces of the concrete previously poured and hardened do not present
uncompacted or segregates zones and are rough enough to make a good bond with the new
concrete;
- unfavourableunfavorable climatic conditions are not foreseen (frost, heavy, rain, storm
etc.);
- in case of foundations, the rain or infiltration water is discharged out site the concreting
area.
The observance of this conditions shall be written down in a report approved by the
customer.
The concrete must be processed within 15 minutes from its delivery on site. This duration
may be increased up to 30 minutes, only if the transport duration is less than 30 minutes.
The pouring of the concrete shall observe following general rules:
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- the wood formworks, the hardened concrete and the masonry, which shall be in contact
with the fresh concrete shall be watered 2-3 hours before and just before the pouring and the
stagnant water, after watering, shall be evacuated;
- from the haulage mean, the concrete shall be discharged in concrete buggy, pumps,
conveyers, concrete chutes or directly in forms;
- if the delivered concrete has not the required workability or presents segregations, it shall
be rejected, its use being forbidden.
The workability might be improved by means of a
superplastifying agent, but only with the agreement of the customer,

- the free fall of the concrete must not exceed 3 m high for units 1 m wide at most, and 1.5 m
high for every other construction unit, slabs included;
- the concreting of construction units higher than 3 m shall be made through side openings in
the formwork or by means of hoses or chutes having the inferior and max. 1.5 m above the
concreting surface;
- the concrete shall be spread uniformly in horizontal layers on more than 50 cm high;
- the deformation or displacement of the reinforcement during concreting must be carefully
avoided, especially at the top side of cantilevered slabs. If this happens, the position of the bars
must be corrected;
- the reinforcement shall be completely embedded in concrete, observing the embedment
thickness provided by design;
- it is forbidden to strike or stir he reinforcement during the concrete pouring, or to lay the
vibrator on the bars;
- the zones of dense reinforcement the concreting shall be very carefully carryed-out in view
to assure the complete filling of the section- the behaviour and position of formworks and supports shall be watched, taking immediate
remedial steps if displacement or deformation are found;
- the circulation of workmen and haulage means shall be made on foot walks supported
without disturbing the reinforcement; the circulation directly on the reinforcement or in the area of
freshly poured concrete is forbidden;
- the concreting must go on continuously up to the working joints provided for by the design;
- after on interruption of more than 2 hours, the concreting may start again only after the
adjustment of the joint and with the agreement of the customer.
Compaction
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The concrete shall be compacted mechanically by vibrating.

The manual compacting (by punner, rods, leths or by forms striking) is allowed only
exceptionally, in case of electric current interruption or other defects, when the concreting must go
on up to the working joint.
Following vibrating procedures may be used:
- internal vibrating by means of pervibrators;
- external vibrating by means of form vibrators;
- surface vibrating by means of plate vibrators or vibrating beams.
The choice of the vibrating procedure depends upon the type and dimensions of
construction's unit as well as on the manner of reinforcement.
The execution shall observe the provisions of chapter 12.4. of NE 012-99 2:2010 Norms
concerning the concrete compaction.
The working joints shall be avoided as much as possible- if this is not possible, their
position shall be established by the design.
In view to acieve favourable conditions for the hardening of the concrete and to reduce the
deformation due to contraction, the humidity of the concrete shall be maintained protecting the free
surfaces by:
- covering with protective materials;
- periodically water sprinkling;
- coating with a protective film.
The protection shall be removed after min 7 days, but only if the difference the concrete's
and the air temperatures is less than 12C.
During rainy weather the concrete surface shall be protected by tarpaulin or polyethylene
foils to avoid the washing of the cement grout.
The forms shall be removed after the concrete has got the necessary strength, observing the
minnimum terms recommended in chapter 14, table 14.1, 14.2 and 14.3 of the NE 012-99 2:2010
Norms.
10.5. TOLERANCES FOR THE EXECUTION
The tolerances admitted in the execution of concrete and reinforced concrete works shall
observe the provisions under chapter 10.6. of NE 012-99 2:2010 Norms.
10.6. THE EXECUTION OF CONCRETE WORKS IN SPECIAL CONDITIONS OR
BY SPECIAL PROCEDURE
At works subject to special measures the following tipes of concrete are used:
- concrete resistant to water penetration;

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- concrete with high resistance to freeze - thaw and de-icing chemicals;

- concrete resistant to chemical attack;
- concrete with high wear resistance.
When using these types of concrete shall comply with special specifications developed for
conditions such effective work.
Also a number of elements of the bridge, are carryed out by special procedures:
- casting concrete under water;

- concrete pumping;
- Sliding formwork cast concrete;.
For those types of concrete with special properties and special procedures, NE 012-2:2010.will be
complied
The execution of concrete works in special conditions or by special procedures shall
observe following specifications:
- concrete poured by pump pt. 16.3 of NE 012-99 Norms
- concrete poured in sliding forms pt. 16.4.
- concreting in cold weather - NE 012-99 Norms
- concreting under water pt. 16.2.
- the use of power plant ash in the composition of concrete pt. 4.4.
For other conditions or procedures, special specifications must be elaborated and observed.
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CHAPTER 11
BRIDGE SUPERSTRUCTURES OF PRESTRESSED CONCRETE
11.1. GENERAL SPECIFICATIONS

The present chapter concerns the works or parts of works made of prestressed concrete,
pre or post tensioned, in structures with monoblock girders or with girders of precast sections. The
cantilever method of construction is not subject of these specifications.
For uncommon structures, with new constructive procedure, or requiring other materials
than the ones indicated in the present chapter, the designer must elaborate special specifications in
the same time with the design.
The prestressed concrete superstructures shall be performed only on the basis of a project
elaborated by a licensed design office or institute.
The execution of the prestressing works shall be performed by building enterprises with the
necessary endowment in plants and equipment and with staff, theoretical and practical trained in
such works.
The precast units shall be used in structure if accompanied by quality certificates.
The project for the prestressed concrete works must contain: the working drawings of the
superstructure, the design of the site organization and the quality control program.
The execution of the works must observe the design, the NE 012-99 (II)2;2010 Norms for
the execution of prestressed concrete works, the NE 012-99 (I) Norms for the execution of
concrete and reinforced concrete works and the specifications of this present chapter.
11.2. FORMWORKS, MOULDS, SUPPORTS FOR FORMWORKS
The execution of formworks, moulds and their supports for the prestressed concrete works
shall be made on the basis of working drawings, drafted by design officedoffice, in accordance with
STAS 7721-90 "Metallic moulds for precast unit of concrete, reinforced concrete and prestressed
concrete. Technical conditions for quality".
The formworks must also fulfilfulfill the conditions of chapter 8 here in before.
For girders made of great sections with wet joints between the project should include
working drawings for the forms of the joints. If they are missing, the contractor must make the
drawings with the agreement of the customer.
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11.3. REINFORCEMENT
11.3.1. The unprestressed reinforcement of the prestressed concrete units, shall have the
parameters established by STAS 438/1-89 "Hot rolled steel bars for concrete.
Marks and general conditions of quality" and STAS 438/2-91 "Drawn wire for reinforced
concrete".
The field of utilisationutilization, the constructive dispositions and the manner of execution
of this reinforcement shall observe the indications of NE 012-99 2:2010 Norms.
The replacement of bars of certain diameter by bars of other diameter, with the same area of
the whole cross section, might be made but only with the agreement of the designer.
The reinforcement of the prestressing cables, shall be made of steel wires for prestressed
concrete, quality 1, of the parameters provided by STAS 6482/1-73 and 6482/2-80.
The wire shall be delivered in flakes of min 2.0 m diameter. Every wire flake must have a
metallic label containing-. the number of the flake, the number of the batch, the quality and the
punch mark of the CTC (quality control of the producer), and must be accompanied by quality
certificate.
The reception of the steels shall be made according to the rules and quality control
procedures provided by STAS 1799-88 "Constructions of concrete, reinforced concrete and
prestressed concrete. Specifications for the quality control of materials and concrete".
The Contractor must check the mechanical parameters (the tensile strength and the number
of alternating bendings) for each flake, and, for 10 % of the flakes, also the flow limit, the relative
elongation at failure and the number of twistings at failure. These parameters shall be measured on
samples taken from both ends of the flake.
The geometric, chemical, mechanical and technologic features of the prestressed reinforcement
shall comply with the provisions of:
-
STAS 6482/2-80 "Steel wire and wire products for prestressed concrete. Smooth wire"
STAS 6482/3-80 "Steel wire and wire products for prestressed concrete. Printed wire"
STAS 6482/4-80 "Steel wire and wire products for prestressed concrete. Strands"
The wires with pronounced corrosion, or with notchs shall be not used as prestressed
reinforcement.
The wire flakes slightly rusted shall be cleansed by wire brush.
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11.3.2. The transport and storage of steels shall observe the provisions hereinafter: - the
steels shall be hauled in covered wagons or lorries with tarpaulin; these vehicles shall be cleansed,
in view to avoid corrosion or soiling of the steel;
- the storage shall be made on batches and diameters, in closed, floored areas, and sheltered
from the contact of corrosive matter;
- if the store area finds inselfitself in aggressive environment, the design shall include special
measures to be taken; it is forbidden to store prestressed reinforcement in areas of strong
aggressivity, no matter the manner of protection.
Following measures shall be taken for steel and cables transport, handling and storing-.
- to avoid scratching, striking or bending;
- to avoid soiling by earth, greasy matter, dust etc.
- to avoid the contact with incandescent matter or with flame from the welding cutting
operations;
- the steel for unprestressed reinforcement shall be hauled and stored according to the
provisions of NE 012-99 2:2010 Norms.
11.3.3. Preparing of prestressed reinforcement
For any type of prestressed reinforcement following preliminary measures must be taken:
- the existence of the quality certificate shall be checked. Even if this document do exist,
the contractor must make the tests requested by the customer;
- the surface of steel shall cleansed, the non-adherent rust shall be brushed away, in view
to secure a proper bond in blockings, concrete or injection grout;
- the steel presenting a slight begin of corrosion, might be used only with the agreement of
a licensed institute;
- the portion of bars having suffered local bending and remaining deformed after, shall not
be used, the straightening being forbidden,
- if the control of the prestressing strain is made also by the elongation of the elastic
modulus shall be established by drawing the diagram for at least one sample from every batch of
steel (STAS 6605-78) for pretensioned reinforcement, and when establishing the lost of tension due
to friction on the route for post-tensioned reinforcement.
In the case of post-tensioned
reinforcement, the elastic modulus may be estimated at E = 1.92 x 10 5 N/mm2 according to NE

012-99 (II) Norms.
11.3.4. Manufacturing of post tensioned reinforcement shall be made in accordance with
NE 012-99 (II)2:2010 Norms.
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11.3.5. The cable channels and the placement of the post-tensioned reinforcement shall fulfil
the conditions of NE 012-99 (II)2:2010 Norms.
11 .3.6. Anchorages
The anchoring of the post tensioned reinforcement shall be made by the machines indicated in
the annex 7 of NE 012-99 2;2010(II) Norms; their execution and acceptance shall be made
according to the specifications of the same annex..
It is possible to use other kind of anchorage, but only with the agreement of the customer.
The imported anchorage shall be used observing the instructions of the supplier, and only
with the agreement of the Engineer.
The components of the anchorage shall be handled and stored in good conditions, avoiding
corrosion or damage.
11.4. AGGREGATES
The aggregates must comply with STAS 1667-76SR EN 12620:2003 "Natural heavy
aggregates for concrete and mortar with mineral bindersAggregates for concrete" and with NE
012-99code of practice CP 012/1-2007 Norms. Only natural sand may be used, crushed sand being
forbidden. The levigable parts might be of max 2 %. As for large-sized aggregates, river gravel or
chipping 7-16 and 16-25 mm shall be used. The levigable parts of the gravel must be 0 %.
The mixture of the Three sorts of aggregates: sand 0-7 mm, gravel or chipping 7-16 mm and
16-31 mm shall have the grading curve in the "very good" area of the grading diagram.
All the supplied aggregates shall be screened, washed and sorted.
After washing, steps shall be taken to avoid the depositing of dust on aggregates.
11.5. CEMENT
The cement must fulfill the conditions of STAS 388-95SR EN 197-1:20022011 "Hydraulic
binders. Cement Portland", , SR 3011-1995, SR 1500-1996.
The cement shall be supplied in quantities to be consumed in max. 2 months. It is forbidden
to mix together different brands of cement and to use the mixture for prestressed concrete.
For each brand of cement, separate store rooms, silos or container shall be available.
The conservation state shall be established according to the STAS. No cement shall be
delivered without quality certificate.
The setting shall be checked for every batch and for every 50 t of cement before processing.
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11.6 WATER
Mixing water used in manufacturing of concrete may come from the public water
network or otherwise, but in the latter case must meet the technical requirements
speciffied in SR EN 1008-2003
11.7. ADDITIVES
Use of additives in manufacturing of concrete is mandatory in cases mentioned in practice
code CP 012-1/ 2007:
Determination of the type and dosage of additives is performed along with setting concrete
class.
Where are used simultaneously two types of additives of which compatibility is not known,
preliminary tests of concrete recipe are mandatory.
11.68. CONCRETE
11.68.11. Concrete mixing
The concrete formula is established by means of preliminary tests made on samples of the
supplied materials.
The concrete formula shall take in account the capacity and type of the concrete-mixer, the
humidity of aggregates, and, in cold weather, the temperature of materials and concrete.
The batching shall be in weight.
The tolerances admitted in batching are as follows:
1-2 % for cement
1-2 % for aggregates
1-2 % for water and additives in liquid state.
The use for agents, superplastifyiers, air-entrainers etc. is allowed, but only with the
agreement of the designer and of the customer.
The min duration of mixing is 2 min, and shall be established experimentally.
The humidity of the aggregates shall be checked daily and at any atmospheric change.
The water shall fulfil following conditions:
- chloride content:
less than 500 mg/l
- sulphate content:
less than 400 mg/l
- detergents:
absent
- organic matter:
absent
11.68.2. Concrete pouring
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The mixed concrete must be poured in formworks within max. 1 hour for usual cement and
within hour for quick setting cement or for concrete's temperature higher than 40C. The fresh
concrete delivered for pouring must not present aggregate's segregation. Addition of water in the
fresh concrete, after mixing and before pouring, is forbidden.
The pouring shall be performed in a manner ensuring the complete filling of the forms, no
voids being left.
The compaction of the concrete shall be made by mechanical means: pervibrators, form
vibrators, vibrating tables.
The precast units of the structures with precast girders and slabs shall be numbered, and the date of
fabrication and the type shall be inscribed on them by paint. The motor mixers, the concrete chutes etc. shall be
cleaned and washed after every use.
11.79. EXECUTION OF THE WORKS

11.79.1.
Monolith binding of the precast units
This paragraph concerns the monolith binding between the sections of the girders, or
between girders and slabs, in the procedures of precast girders respectively precast slabs
cooperating with the structure.
The monolith binding between the sections shall be performed with concrete class C25/30,
the same as the concrete class of the precast units, securing the continuity between the cable
channels and the mild steel bars on the profile of the girder's section.
The Contractor must propose to the Engineer's agreement the details concerning the secure
continuity of the cable channels and of their tightness.
The monolith binding between girders and plates shall be made by concreting the voids for
connectors with concrete C25/30, carefully vibrated to achieve the cooperation between girders
and slabs.
The concrete formula for monolithic binding shall be experimentally established by on-site
tests, on cubic samples. The concrete cast-in-place shall have the same cement as the concrete in
the precast units, to avoid color differences.
11.79.2. Stressing and anchorage blocking
The blocking force must be provided by the design.
The analysis method and the prestressing procedure shall be established by the contract.
The Contractor shall propose to the Engineer's agreement:
- the origin and parameters of the materials;
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- references over the quality of the materials;

- the prestressing works program;
- the name of the chief of the site for the execution of the prestressing works;
- origin and professional quality of the staft charged with the execution of the prestressing
works.
The prestressing works program is included in the general schedule of the works and it
implies a detailed report of the operations and of the labour safety measures.
The prestressing program must emphasize:
- the means and the instructions necesary for the use of the materials in the succesive
operations;
- the processing procedure of the prestressing reinforcement;
- the measures for the protection of the prestressing reinforcement;
- the conditions concerning every stage of prestressing, namely.
Before stressing the cables:
temporary protection of reinforcements and blocks;
checking, if necessary, the concrete's strength especially near the anchorage.
During stressing:
the order of the cable stressing;
table with the relations between the tensile force and the elongations of the cables and
with the calculated and actual rate of friction;
measurement method of strains and elongations;
the steps to be taken in case of accident, anormal elongations or failure of wires.
After prestressing:
revision of the temporary protection, especially at the seat of the anchorages;
definitive protection and injection program;
checking procedure of the channels left free.
The results of the prestressing shall be registered in a form of the type shown in annex 12 of the NE
012-99 (II) Norms, and containing:
- the date of the prestressing;
- item of the cable;
- the calculated and the actual elongations;
- the blocking force, the pressure on manometer;
- the slipping in the anchorage;
- the state of the weather, air temperature;
- the press used for the operation;
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- special phenomena happened during operation;

- the grout formula and the pressure of the injection.
11.79.3. The injection of the cables
The injection shall be performed according to a program drafted by the Contractor and including:
- the parameters of the injection grout and the hardening duration; - the conditions for the
use of the injection material and the destination of the material left disposable in case of accident;
- the detailed order of the operation of air blowing or washing of the channels;
- the detailed order of the injection operation and of the corresponding tests,
- the necessary volumes of injection material for every cable and for groups of cables;
- the rules to be observed in case of accident or unfavourable weather.
11.810. QUALITY CONTROL, WORKS ACCEPTANCE
11.810.1.
The reception of the precast units of prestressed concrete or of the precast
units to be assembled by prestressing, shall be made by the producer as per STAS 6657/1-89SR EN
13369:2002 and according to the design or to the internal standard for the manufacture of the
precast unit.
The producer will draw a document certifying the quality of the batch of delivered precast units.
The document includes the data resulted from the quality tests.
To avoid the return of the units from the site, the precast plant will obtain the agreement of
the Contractor before expedition.
11.810.2.
The repair of the prestressed concrete units with slight defects, unaffecting
the bearing capacity or the durability such as: notch, slight segregation on small areas, shall be
made observing a program drawn by the contractor and agreed by the customer.
Units with severe segregations, voids, cracks are not admitted.
11.810.3.
If the trial of the whole work is provided by contract, the trial expenses are
in the charge of the contractor.

The trial program and schedule must be agreed by the Engineer.
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CHAPTER 12
METALLIC SUPERSTRUCTURE FOR BRIDGES
12.1. GENERAL
This chapter contains general specifications for the execution in factory and on site of the
assemblies, joints and metallic superstructures for road bridges in following constructive
dispositions and statistical schemes:
-
truss girders with concrete or orthotrope flooring, on two supports, or continuous;
plain girders with concrete or orthotrope flooring, on two supports, through girders,
frames or archs.
The provisions of this chapter might be applied partially at other special structures
(suspended bridges, wire braced bridges) for some units of them. However, for the execution of
these special structures special specifications are needed.
For any bridge work, with metallic superstructure, the constructive solution, the statical
scheme and the technology of execution shall be described, and special technical specifications shall
be drawn.
Beside the provisions of this chapter, the design, execution and acceptance of the metallic
superstructures for bridges must observe following standards:
- SR 1911-199819977 "Rail metallic bridges. Prescriptions for the design"
- STAS 1844-75
"Road metallic bridges. Prescriptions for the execution"
- STAS 9330-84
"Railway and road metallic bridges. Joinings by hightensile bolts. Prescription

for design and execution"
- STAS 3461-83
"Railway and road metallic bridges. Riveted super-structure. Prescriptions for

execution"
- STAS 9407-75
"Railway and road metallic bridges welded super-structure. Prescription for

execution"
- STAS 8542-79
"Choice of steel for metallic constructions"
- STAS 12187-88 "Thick steel plates for the main units of bridges and viaducts"
Beside these standards, for the reinforced concrete flooring the provisions of chapter 13
"Composite superstructure" hereinafter, and of chapters 6, 9, 10 and 11 here in before, must be
observed.
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12.2. MATERIALS
12.2.1. Steel for the construction units
In the execution of the road bridge metallic superstructure following types of steel may be used:
- all the metal beams elements (except bracing and horizontal diagonals):OL 52 EP,
acording to STAS 12187-88;
- horizontal and diagonal bracing: OL 37.4k;
-connectors: OL 37.3k;.
When choosing the types of steel shall be take account of the provisions of Tables
nr1 and nr 2 from SR 1911-98.
Using other types of steel than those specified in SR 1911-98 can be done if they
comply with the provisions in product standards mentioned on:
- The chemical composition
- mechanical characteristics
- Welding behavior, based on testing
In the lack of correspondence, use of materials may be allowed only on the basis
of autorisation by a specialized institute and Engineer.
Steel sheets made from OL 52-EP, of 10-50mm thickness, used for main structural
elements will be checked US acording to the previsions of STAS 12187-88 pct 2,7.
Laminates must be accompanied by certificates of quality and labeled by the
factory acording to product standards.
Contractor shall verify the correspondence between data in the quality documents
and those provided in the product data sheet.
- OL 37, OL 44 and OL 52 according to STAS 500/1-89; 500/2,3-80 and STAS
12187/88;
- OCS1, OCS2 and OCS3, according to SREN 101 13-1/1995;
- OT 50, according to SR ISO 3755:1994
- OLC 35N see STAS 880-88;
- OLT35 and 45, see STAS 8185-88
The choice of the steel type will take in account the table no. 1 of SR 1911-1997 and
also the provisions of STAS R 8542-79.
Other types of steel than the ones indicated by SR 1911-1997 might be used, it these
steels comply with the conditions provided by the mentioned standards concerning:
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- the chemical composition;

- the mechanical parameters;
- the weldability.
these features being established by tests.
If this correspondence is missing, the materials might be used, but only with the
agreement of a licensed institute and of the customer.
In the same superstructure, and even in the same construction element, steel of
different mark or quality class might be used, but only by observing the conditions of special
technic specifications.
The choice of the steel must take in account, beside the techno-economical criteria,
the quality class and the deoxidation degree, in view to guarantee against brittle fracture,
knowing that the min temperature during service is 30C.
The steel plates OL 52-EP, 10-50 mm thick used in main strength units shall be
checked UD (ultrashort waves) as provided by STAS 12187/88 pt.2.7.
12.2.2. Assembling elements
The joining, in plant and on site, of the units in joints and assemblies may be performed by
welding, rivets, usual bofts or high-tensile bolts (SIRT).
The joining procedures shall be established by the design for every work, observing the
provisions under table 3 of SR 1911-199719981997, SREN 796-97, STAS 797-80, STAS 3165-80
and STAS 802-80 for ritevs; STAS 2700/3-89, STAS 5200/2,3-91 for bolts and STAS 4272-89,
STAS 4071-89, STAS 9330-84 for high-tensile bolts.
Assembling elements made of steel with other parameters than the ones provided by the
table of SR 1911-1997 19981997 might be used in the conditions of pt. 12.2.1.
12.2.3. Added material for welded joinings
The added metal must have at least the same mechanical parameters as the main material of
the metallic units to be assembled by welding.
If the elements to be joined by welding are of different classes of steel, the added metal must
correspond to the mechanical parameter of the steel of higher class.
The added material for welded joinings must be adapted to the welding procedure,
observing the provisions under table 4 of SR 1911-199719981997.
The choice of the welding flux shall be made with the advice of a specialised institute.
The use of other added materials than the ones provided by the table 4 of SR 1911-1997
19981997 might be made, but only with the adeviceadvice of a specialisedspecialized institute,
indicating the conditions of the execution, and the agreement of the customer.
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12.2.4. Other specifications concerning the materials

The main ad added materials, as well as the assembling elements (rivets, bolts, SIRP) shall
be accompanied by quality certificates, and must be punch-marked by the producer.
The manufacturing plant must check and confirm the correspondence between the quality
certificates and the standards of the respective materials.
Also, the manufacturing plant must check the quality of the supplied materials by
mechanical tests and chemical analysis, for every 200 t in case of works of min 1 000 t total weight,
and for every 100 t for works of max. 500 t, according to STAS 9407-75 pt. 3.1.2.3 table 3 and to
STAS 2015/1-83 and STAS 2015/2-85.
The results of the tests must also comply with STAS 500/1-89; 500/2,3-80 and STAS 12187-88.
If the results of the mechanical and chemical tests are not OK, every profile iron must be
tested, rejecting those failing the tests.
The added materials (electrodes and welding wire) shall comply with the provisions of
SRISO 1126-97. This will be provide in weldening technologi.
The technologic procedure of manufacturing shall be established by the plant taking in
account the homologated welding technology and shall be agreed by the customer.
The homologating of the welding procedure shall observe the provisions of STAS 11400/389 and STAS 9407-75.
All the weldings shall be performed by licensed welders only. The welders may be licensed,
observing the provisions of STAS 9532/1,2 - 74, of ISCIR technical instructions CR 9-84 and in
conformity with. The program for the authorisation of welders for works in care of the RNR
(Romanian Naval Register).
In the manufacturing plant, the elements of the superstructure shall be cleansed of cinder by
sand blasting, before cuffing and painting. The anticorrosive protection of the joints and assemblies
delivered by the manufacturing plant shall be achieved by a passivating ground coat. The formula
of the ground coat shall be established by the design or by the special technical specification.
12.3. EXECUTION OF METALLIC SUPERSTRUCTURE
The execution of metallic bridge superstructure implies following stages:
- the manufacture of the units;
- pre-erection in the plant;
- transport of the units to the site;
- assembling and erection.
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For every single work, depending on the location and on the technical procedure adapted
for the metallic superstructure, the manner of transport (by railway or by road) shall be established
on the basis of a technico-economical study, taking in account the weight and dimensions of the
units to be hauled, and the implications over the artworks, electric and telephone installations etc.,
being met along the route. A special documentation must be drafted for the transport, which must
be agreed by the National Administration of the Roads (for road transport) or by the National
Company of Railways (for railway transport) and by the managers of all the installations and
utilities met along the route and possibly affected by the performance of the transport.
In principle, following procedures may be adopted for assembling and erecting the metallic
superstructure of bridges, object of this present chapter:
- assembling and erection on the definitive location by means of scaffolding and temporary
piers,
- assembling on the approach embankment and launching in position, In this case, launching
metallic booms (hooks) might be used;
- assembling and erection by cantilever method.
The manufacturing and pre-erection in the plant shall be performed by means of technology
proposed by the producer and agreed by the Engineer, checking the observance of the tolerances
admitted by the design for this stage.
The measurements made at pre-erection, including the temperatures during the operation,
shall be communicated to the contractor when delivering the manufactured assemblies.
The pre-erection in plant as well as the erection on site, have to achieve the counter flexure
provided by the design.
The execution - in plant and on the site - must observe the provisions of the already
mentioned standards, namely STAS 9407-75, STAS 3461-83, STAS 9330-84 and especially the
following:
- the units to be jointed by welding shall be processed as per SR EN 29692-1994, STAS
6726-85 and STAS 9407-75
- after processing the profile irons shall be straightened by means of rolls with press. The
flaftening of the welded seams, by straightening, is forbidden.
The quality classes of the welded seams shall be established as per STAS 1911-97897 and
STAS 1844-75. Following classes are recommended:
- for buft joints of the web and booms - class I
- any other welded joint - class II.
The buft weldings of webs and booms shall be 100 % checked by RX and US (X rays and
ulta-short waves). The position of RX tests is established by design. The remainder is US tested.
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The buft weldings made on site shall be checked 50 % by RX and 50 % by US.

The joinings between the web and the booms may be checked by glass and penetrating
liquid.
The other joinings may be checked by sight and by glass.
The welded joinings with inadmissible defects, see STAS 9407-75 might be amended observing the
technology proposed by the manufacturing plant and the provisions under pt 4.5 of STAS 9407-75.
The tolerance for the shape and dimensions for the shape and dimensions of welded units
shall be in accordance with pt 4.6.l. table 22 of STAS 9407-75.
The quality control of the welded units and joints shall be made as per pt 4.11 of STAS 9407-75.
The execution of riveted joinings shall observe the provisions of pt.4 of STAS 3461-83, and
the tolerance shall comply with the pt.4.6 and table 3 of the same STAS.
The number of temporary bolts and mandrels for the pre-erection in plant and the rection on
site is 50 % of the number of the holes.
The joining with high tensile bolts shall observe the specifications of STAS 9330-84.
The partial acceptances (on stage of execution), the erection and acceptance on site and the
final acceptance, the provisions under pt. 4.12 and pt. 5 of STAS 9407-75, the design, and the
special technic specifications shall be observed.
After acceptance at the manufacturing plant: the units and assemblies shall be painted with
one minimum coat of the quality requested by the design and the technical specifications.
12.4. FINAL INSTRUCTIONS
The detailed design of the metallic superstructure shall be checked by the manufacturing
plant. If omissions or non-compliance are found or if the constructive dispositions are difficult to
achieve, the shall apply to the Designer and the Employer for the necessary measures.
No change in the constructive formation is permitted without the agreement of the Designer
and of the Employer. The plant may propose changes of the constructive formation leading to an
easier execution and to an improvement of joinings'quality.
Before the erection on site, the distance between the axes of the supports shall be accurately
measured in view to correct the possible differences.
After assembling and erection, the Contractor shall remake the possibly damaged minimum
coat and shall paint 2 coats of linseed oil paint. The hue and the indicative of the paint is
established by design and technical specification and has to be agreed by the customer.
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The Engineer's representatives shall make the supervision of the works quality, shall check
the observance of the agreed technology, of the homologated welding procedure and of the valid
norms and standards, technical specifications included.
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CHAPTER 13
COMPOSITE SUPERSTRUCTURE
(STEEL-CONCRETE IN COOPERATION)
13.1. GENERAL PROVISIONS

The present chapter contains general technical specifications for the execution in plant and
on site of the composite superstructure for road bridges.'
The composite superstructure are made of metallic girders cooperating with a plate of
reinforced or prestressed concrete, by means of special devices stopping the slipping between the
girders and the plate.
The provisions of this chapter might be applied also to special structures, such as wirebraced bridges, for the execution of the flooring plate. However, for these special structures,
special technical specifications must be drafted.
For every single work, with composite superstructure, special technical specifications must
be drafted for the execution of the metallic girders and of the concrete flooring, bound together for
cooperation.
The design, execution and acceptance of the composite structures for road bridges, beside
the present chapter, following standards and norms must be observed.
a. For the metallic construction:
- the standards: SR 1911-199819977, STAS 1944-7588, STAS 9330-84, STAS 3461-83,
STAS 9407-75, STAS R 8542-79, STAS 12187-88;
-
the chapter 12 "Metallic superstructure" here in before.
b. For the concrete floor plate:

- standards: STAS 1844-75, STAS 101 11/2-87
- code of practice: CP 012/1-2007norms: NE 012-99 part I and part II (chapters 7, 10, 11,
12)
13.2. MATERIALS
13.2.1. The steel for the metallic construction are provided by SR 1911-199819977 and the
pt. 12.2.1 and 12.2.2 of chapter 12 "Metallic superstructure" here in before.
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13.2.2. The steels for the reinforcement of the reinforced or prestressed concrete plate shall
correspond to the provisions of table 10 STAS 1844-75. The provisions code of practice CP
012/1-2007of chapters 7, 11 and 12 of NE 012-99 shall also be taken in account.
13.2.3. The concrete for the reinforced or prestressed plate shall comply to the provisions
under table 11 of STAS 1844-75. If, by design, the concrete must reach a certain strength before
28 days from pouring, the design and the special technical specifications will emphasize the
measures to be taken.
Taking in account that the bond between the concrete flooring and the metallic girders is
stronger of the concrete is of higher class, for composite superstructures the concrete class of
reinforced and, especially, of prestressed concrete is recommended to be C25/30, C28/35 or
C32/40.
13.2.4. The devices securing the cooperation between girders and plate must be able to
transmit the stepping force for all the groups of charges and in all the stages of the execution.
These bond devices, "connectors" are usually welded to the top boom of the girder. The
quality of these weldings shall be the same as the quality of the welded joinings of the main girders.
The structural analysis of the top boom shall take in account the local charges introduced by
the connectors.
The connectors are made of steel in following procedures:
- rigid catches of square or angle iron, T or U iron, or composed welded profiles of steel
similar to the steel of the main girders;
- anchorages of round steel bars for concrete, with hooks, loops or spires;
- catches with anchorages, a combination of the first and second procedure;
- cylindrical vertical rods, welded by automated procedure to the main girder and provided
with a thickening or a loop at the top.
Small and many connectors will be preferred to strong and few ones, especially for cast in site
flooring.
13.3. EXECUTION OF COMPOSITE SUPERSTRUCTURE
The execution of the composite superstructure includes following stages:
A. Metallic structure:
- manufacturing of units of the metallic structure;
- pre-erection in the plant;
- transport of units to the site;
- assembling and erection;
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- laying on supports.
B. For the concrete flooring:
a. Variant cast-in-situ
- scaffolding
- formwork, reinforcement, concreting and forms removing
b. Variant precast
- manufacturing of units in precast plant
- transport to the site of the precast slabs
- erection of precast slabs
- monolith concreting of the voids with connectors, achieve the bond between
girders and plate.
C. For the mix structure:
a. Structures statically determinated
- removal of temporary piers, if used during the erection
b. Static underterminated structures (through beams f.i)
- compensation of the tensile stress in the concrete plate, caused by the negative
bending moments on the supports by introducing compression stress in the plate by means of:
- prestressing of the concrete plate
- mounting procedure (yielding of the support)
- removal of temporary piers-if used for the erection
- final laying on supports of the mixt superstructure.
For every single work, the design must contain the detailed technologic procedure,
emphasizing every stage of the execution, because composite structures have special feature, the
final stress resulting from the additions of stress in every successive stage of execution.
In this type of structure, the parameters of the resisting section differ from stage to stage,
depending on the technical solution and on the adapted technology.
Because the composite structures imply the cooperation of two different structures: steel
girders and concrete flooring, the execution and acceptance shall observe all the provisions of
technical specifications standards and norms shown under pt. 13.1.
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CHAPTER 14
ACCESSORY WORKS
14.1. This chapter refers to the devices, works and units necessary for the maintenance of
the bridge and for a convenient service for all the motorists, namely:
- devices for securing the tightness
- bearings
- water outlet devices
- directional and guard railings
- kerbs for sidewalks.
14.2. The quality of the materials used for these works and devices must comply with the
provisions of the design, namely:
- the steels must be weldable and their quality equal or better than that provided by the
design
- the precast concrete must be of the class provided by the design, but at least C16/20
- the paints for the railings shall be agreed by the customer.
14.3. DEVICES FOR SECURING THE TIGHTNESS
The tightness may be secured by following elements:
- the waterproofing
- the protection of the waterproofing;
- asphalt pavement in 2 coats.
These units shall be of the quality and dimensions required by the design and must secure
the tightness.
The Contractor must take special care of the waterproofing:
- the support layer must present no projections bigger than 2 mm;
- the max. unveness, measured by a straight board 3 m long in any direction, shall not
exceed 5 mm;
- the staff of the site must not walk on the finished surface of the support layer;
- the proper waterproofing must not be made if the temperature drops under +5C;
- the walk on the unprotected waterproofing course is forbidden.
The Contractor may propose another waterproofing procedure in this case the Contractor
must draw a design, with working drawing execution technology, quality of the materials and of the
whole covering, and this design is to be agreed by the engineer.
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14.4. BEARINGS
The bearings are devices for the connection between piers or abutments and the
superstructure of the bridge, having the purpose to transmit the charges and to permit the
temperature strains of the superstructure.
The materials of the metallic bearings must satisfy the minimal conditions of quality
provided by STAS 4031-77, and STAS 4031/2-75.For hooped elastomere bearings the quality of
the material shall be in accordance with STAS 10167-8and SR EN 1337-5.3.
The contractor may propose another types of bearings for the approval of the Engineer.
14.5. WATER OUTLET DEVICES
The water outlet devices are outlet openings for the drainage of the rain water falling on the
bridge surface.
Their number and positions are established by the design.
The water outlet devices are, generally, prefabricated of standard type and are mounted in a
manner to make possible the outlet of the water, without infiltration in the body of the flooring.
The Contractor may propose another type of device, for the approval of the Engineer.
14.6. RAILINGS
The railings may be directional, guard rails or both and shall be made according to the design. The
steel railings shall be painted; the quality and the hue of the paint shall be agreed by the customer .
14.7. KERBS FOR SIDEWALKS
The kerbs for sidewalks may be of precast concrete or of stone. The quality of the concrete
or stone, the surface treatment and the dimensions are given by the design. The kerbs shall be laid
observing the gradient and the cross fall of the way.
14.8. ANTISEISMIC DEVICES
The bridges of great span, located in seismic districts 7 or more seismic devices against
seismic displacement.
The formation and placement of these devices shall be provided by the design.
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CHAPTER 15
WATER PROOFING AND EXPANSION JOINTS
15.1. WATER PROOFING
15.1.1. General provisions
The present chapter contains the general technical conditions to be met in the execution of
the waterproofing of road artworks: bridges, culverts, retaining walls, overpasses, made of
concrete, reinforced or prestressed concrete, as well as of bridges and overpasses with metallic
superstructure.
The design, execution and acceptance of waterproofing works shall meet the provisions of
STAS 5088 - 75 "Structures. Waterproofing. Specifications for design and execution"
Waterproofing must achieve the following:
- to stop the access of water in the construction units;
- to collect and remove the infiltrated water through the asphaltic lining and waterproofing
cover and to lead it to the water outlet devices;
- to transmit the charges to the structural part Generally, the bridges
waterproofing consists of:
- the waterproof blanket continually performed on the whole surface of the
construction unit and its connection to that element.
- the waterproofing layers must be connected to the outlet nozzles and to the
expansion joints.
The waterproofing consists of the following layers - leveling layer
- priming layer
- adhesion layer
- principal layer
- the supplementary layer, if necessary
- the protection cover
According to the position of the construction units relative to the ground water level, the
waterproofing may be:
- against the humidity of the soil, for abutments or retaining walls, constructions
being in contact with water for a long time;
- against water without hydrostatic pressure, for superstructures of bridges,
overpasses and underpasses
- against water with hydrostatic pressure, for tunnels or subways
The waterproofing layer, relative to materials, to be used may be:
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- of plastic or bituminous materials, cold laid

- of plastic materials, hot laid
The waterproofing layer, hot or cold laid, may be made in different manners and of various
materia Is, but meeting the provisions of STAS 5088 - 75, tables 1, 3 - 6
The choice of the waterproofing variant will be made for each work, taking in account
STAS 5088-75, the local conditions, the working conditions and the importance of work; the best
solution from economic and technical points of view must be carried out.
At works located must be considered, in aggresive environment, supplemental measures
according to in force standards even consulting, if necessary, a specialised institute.
For each structure the design must contain enough details of the waterproofing structure
and the special technical specifications will stipulate :
- materials and execution proceeding of waterproofing
- materials and execution proceeding of the filling behind the waterproofed
construction (drain or filtering material)
- the water discharge slopes, position of drains, of outlets or weepings.
- the position of expansion and connection joints.
- details for collecting and removing the water from infiltrations or water appeared
during working.
If oblique loads react on the waterproofing surface the design must provide for corbels or
calkings to avoid the slipping out of the construction elements on the waterproofing layer.
The provisions of these technical specifications and of 5088-75 STANDARD are not
limitative, for structures in special conditions, different kinds of waterproofing may be adopted, but
taking in account the provisions of these present specifications, must be based on special studies
and must be approved by the Employer and the Designer.
The waterproofing may consists of
- liquid foil, fast hardening
- waterproofing membrane
- bituminous materials
The laying technology may be:
- by spraying;
- by hot sticking of the membranes with bitumen solution;
- by cold sticking with synthetic resin;
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- self-sticking membranes;
- sticking by membrane overheating;
- mason's brush or brush laying
The physico-mechanical conditions should be assured in any of the technological variants.
The term "waterproofing layer" as used herein after refers to all the component coats,
namely: the leveling layer, priming, principal base waterproofing layer and protection cover.
15.1.2. Waterproofing materials-technical specifications
The waterproofing layer should be guaranteed 8 years at least at normal bridge, pass or
viaduct usage.
During this period, of time the guarantor should carry out - on its expenses - the repairing
or changing the waterproofing layer, the remedial works of the damages produced by water
infiltration into the structure.
The materials used in the waterproofing layer must be sound and chemically passive The
waterproofing layer must be also executed on bridges in use, repairing a half of the carriage-way
the other half being used for traffic, the joining of the waterproofing layers in the bridge
longitudinal axis must be made so that the technical features to be assured.
The waterproofing layer must support the low speed transport and asphalt coat laying
means on bridges, passes or viaducts.
The waterproofing layer must assure the adhesion slickness of the asphalt coat on its top
layer
- ultimate strength
800 N/5cm
- elongation at break
min 20%
- static boring perforating resistance European Norm L4
250 N on the 10 mm diameter ball
- stretch adhesion on traction for

* adherent film waterproofing
* precast membrane monolayer
(modify bitumen)
- flexibility on 50 mm diameter bolt
1 N/mm2 minimum at 23C

0.5 N/mm2 minimum at 23C
without cracks at -10C
- water absorbtion in 24 hours
max. 0,5 %
- max. temperature for physical stability of a membrane
120C
- min. and max. temperature of the poured asphalt coat

without modifying the physico-mechanical features
- temperature field in current usage
180C
20C +70C
- temperature field of the environment where the

waterproofing layer is laid
+5C +30C
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The top layer of the waterproofing should be chemically compatible with the components of
the asphalt in order to avoid the waterproofing attacking.
15.1.3. Prescriptions for execution
15.1.3.1. The leveling layer
Waterproofing can be applied on over slab or on slope and equalization concrete. Slope and
leveling concrete will be of minimum class C16/20 concrete. Concrete thickness shall be min. 2 cm.
The substrate of waterproofing shall meet the following requirements:
- compact appearance without holes, dents, segregation, cracks, crevices, etc;
- Minimum strength of concrete must be C16/20;
- slopes comply according to the project;
- all work whose construction would further compromise the waterproofing executed
should be performed;
- to be rigid, reinforced, healthy, free of loose, oil stains, grease, segregation, voids or other
defects in casting and to have a metal sound on hammering;
- concrete surface must not present protrudings more than 1.5 to 2 mm high (measured with
3m rack, in any direction). It is allowed only one bump of 5 mm at a check;
- show no films of superficial grout;
- not have live edges (connections to vertical surfaces with have a radius of 5 cm), to ensure
connection to the openings in the joints, as detailed in the project.
Before applying the next layer, the substrate will be prepared as follows:
- remove dust by blowing air or by sweeping / brushing until a clean surface;
-check flatness, remove roughness and correct asperities, if waterproofing application
requirements are not complied fixes will be made with special adherent mortar;
- check the humidity in accordance with Norm AND 577-2002
On the surface prepared as above, is prohibited movement from site personnel or
equipment of any kind.
A report of quality reception document between Contractor and the Engineer should
be signed and attached to the minutes of the decisive phase.
The leveling layer of the waterproofing is made of M 100 cement mortar. Its surface
mustn't have prominence bigger than 1.5 mm, smoothing made.
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The measurement of the evenness (planity) is made with the 3 m smoothing board on any
direction. Only one dislevelment of 5 mm is allowed.
The leveling layer surface is to be prepared as follows
- all the sharp edges, prominences aggregates incompletely embedded in concrete, grease
spots and any other foreign matters should be removed
- the leveling layer is applied
- the leveling layer is cleaned by water jet and air blast so that the following layers may be
applied on a clean and dried surface.
15.1.3.2. The priming layer
The primer is used to improve the adhesion of the waterproofing membrane on the
concrete.
The solution used to make the primer may be of bitumen or synthetic resin.
The
components of the solution mustn't contain elements witch may attack chemically the concrete.
The primer is applied by flooding the surface and by manual laying of the solution or by
mechanical spraying
The primer is applied on the dried surface of the leveling layer at an environment
temperature over +5C.
After primer drying, must result a uniformly colored surface, adherent to the support continuous,
without blistering, flaking or irregularities. Any defective areas, will be recovered by local stripping and
restrike.
The whole surface must be primed.
The walk of pedestrians or any kind of equipments are forbidden.
15.1.3.3. The waterproofing layer
Waterproofing layer is applied on primed substrate by the specific process of the type of membrane
used. Applying waterproofing sheet shall conform to the manufacturer's technology.
Apply waterproof film starts at one of longitudinal sides of the bridge, that the minimum elevation,
providing vertical-horizontal connection.

Overrides at connection between waterproof films will comply with the instructions of the
supplier or min.10 cm.
Waterproofing is applied in the field continuously, ensuring adherence to all applicable surface. No
voids allowed, swelling, blistering air leaks at overrides or loose edges. It will be specifically treated
connections to the openings, ensuring leak tightness and water drainage.
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Waterproofing expansion joints, will be done according to the project, depending on device type
expansion joint cover.
Side edges of the waterproofing layer will be connected with cords of elastic sealants.
If waterproofing membranes are bonded by overheating, the heat source temperature must
not exceed 250 C or be higher than the temperature at which the membrane changes its physical,
mechanical or chemical characteristics. Waterproofing membranes are applied at ambient
temperature, at a temperature of at least 5 C, after 28 days from pouring concrete date (Norm
AND 577-2002).Waterproofing system does can not be applied in wet weather.
The waterproofing layer is applied on the priming layer using the specific method for the
membrane to be used.
The membrane is continually applied assuring its adherence on the whole surface where it is
laid. Swelling or unbound edges are not allowed. The continuous and uniform sticking of the
membranes delivered in bands should be provided.
The connections to the water outlet devices shall be special treated assuring the tightness
the water discharge.
At expansion joints, the waterproofing shall be treated according to the design and the type
of the device used to cover the joint.
The waterproofing layer edges shall be sealed by elastic putty seams.
For the membranes stuck by overheating, the temperature of the heating source shouldn't be
higher than 250C or higher than the temperature at which the membrane changes its physicomechanical and chemical characteristics.
The waterproofing membranes are laid at an environment temperature of at least +5C.
15.1.3.4. The protection layer
The protection layer may be:
-bituminous mastics of 2 cm thickness;
-protective membranes adherent to waterproofing membranes, or other systems approved by the
Engineer;
Inspection and acceptance of waterproofing work is done in stages, as follows:
- during the execution of various layers of waterproof screed, qualitative acceptance minute being
signed
- on completion of waterproofing, concluded with minute for waterproofing system acceptance;

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Checking on completion of waterproofing is made upon the appearance, and in case of

unfavorable findings in the minutes of quality acceptance, a check on the sealing can be done
by flooding for a height of min. 10 cm, limited surfaces during 24 hours.
Faults found during execution and on completion of waterproofing, shall be remedied
based on solutions proposed by the contractor and may be accepted or not by the Engineer.
If the Engineer does not accept the proposed remedies by the contractor, full restoration
of waterproofing works can be ordered.
Checks will be made as indicated by AND 577-2002 norm, through measurements "in
situ". In situ will be checked the waterproof layer adhesion to the substrate. Measurements will
be performed by approved laboratories and approved by the Engineer. For quality of bonding
check between waterproof membrane and support at least one check per about 20 lm of bridge
on each direction will be made. The results will be recorded in a report issued by testing
laboratory and will accompany the quality acceptance report.
If the results do not meet the prescriptions of technical specifications the Contractor shall
not begin the next construction phase.
Check of the physical, mechanical and chemical properties are carried out in accordance
with the following standards: SR EN ISO 62:2004, SR EN 12092:2002, SR EN ISO 527-1 and
2:2002, STAS 9199 73, SR 137 95, SR-ISO 2409-93, Ordin MT 497-98, SR EN ISO 527/1-00
- concrete layer 5 cm thickness, reinforced with zinc-plated wire 1, 18-2,5 mm diameter
with square meshes 3-8 cm or type Buzau welded wire net of 4-5 mm diameter with meshes 10x10
cm
- bituminous mastic 1-2 cm thickness
- protection membranes stuck on the waterproofing membranes
- the protection layer included in waterproofing membrane.
During various stages of the works, written reports are to be concluded for hidden works at
the end of waterproofing activity by a written report.
The control at the end of the waterproofing works is made usually by sight, but, in case of
unfavorable considerations are found in the reports for hidden works, a trial by water flooding on a
height of max 5 cm be made on a limited surface.
The defects found during the execution or at the end of the works may be amended by
procedures proposed by the Contractor and which might be or might not be agreed by the
Engineer. If the Engineer does not agree with the proposals of the Contractor, he has the right to
dispose the whole waterproofing to be remade.
The control of the specific physico-mechanical or chemical characteristics is made observing
the following standards
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- STAS 6642 - 73
"Plastic materials.
Determination of the traction (tension) features".
Strength and elongation at break.

- SR 137 - 95
"Bitumen waterproofing materials. Regulations and methods of control"
- STAS 5690 - 80
"Plastic materials. Determination of water absorption"
- SR 754-99
"Non-paraffins bitumen for roads"
- SR-ISO 2409 - 94 "Varnishes and dyes" Determination of the film adherence on the support
- STAS 6615 - 74
"Adhesives based on elastomers. Viscosity determination
- STAS 9199 - 73
Bituminous mastics for insulations in constructions. Methods of analysis

and test.
15.2. DEVICES FOR EXPANSION JOINTS COVERING

15.2.1. Generalities
The expansion joints are devices securing the continuity of the carriage way in convenient
conditions - between abutments and the bridge deck, and between the spans of the bridge.
The type of the joint and the execution technology shall be established by the design.
The Contractor, observing the parameters and the tolerances, may propose another type of
expansion joints, for the approval of the Engineer.
It is recommended to choose the constructive formations leading to the reduction of the
number of joints or even to the total elimination.
The devices for the expansion joints covering used on road bridges shall assure - the free
movement of the decks ends in the joints:
-
the continuity of the carriage-way on the expansion joints zone;
tightness at leaking and water infiltration.
Tight devices are to be used to satisfy these requirements.

Generally the components of the devices for covering the expansion joints are:
- elastomeric elements that assure the movement;
- support metallic elements fixed on structures;
- special concrete in the metallic parts fixing zone;
- special mortar for tightening;
- rubber bands for collecting and removing the infiltration water.
According to the type of the device, the functions of some elements can be cumulated.
The devices for covering the expansion joints are laid on new bridges or on bridges in
usage; specific methods of fixing for any case being specified.
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In applied on bridges in usage, the devices should permit working on half of the
carriageway, the other half being used for traffic without modifying the technical characteristics of
the expansion joint device.
The term "device for covering the expansion joints" herein - after "device" contains all the
component elements, namely:
-
concrete where the metallic elements are fixed;
fixing metallic elements;
rubber tightening element;
special mortar for tightening the elastomeric element.
15.2.2. Technical features

The guarantee period of the device is at least 10 years of normal using of the bridge. The
elastomeric element should be interchangeable. The guarantee period of the elastomer is at least 5
years.
During the guarantee period of time the guarantor should carry out-on its expenses device
repairing and changing remedial works of the structure damages because of the device defects.
The company which delivers the device should assure:
- delivery of the interchange elements, by request, for 30 years from the date commissioning;
- delivery of tools and specific confections of reduced mechanisation for putting the device into
service and changing the elastomeric element;
- technical control during the putting into service of the device;
- technical instruction for execution and working.
The device should comply with the following physico-mechanical characteristics in a
temperature field of 35C +80C:
- free movement of the structure at the prescribed value;
- fixing metallic elements should resist at corrosive agents;
- to be tight.
For 1 m of bridge these actions are:
- vertical force
11,2 tf
- horizontal force
7,8 tf
The elastomeric element should have the following characteristics:

- shore A hardness
60 5
- breaking limit at stretch
12 N/mm2
- breaking limit at compressive load
75 N/mm2
- settling under max.verticale load
max. 15%
- min. elongation at break
350 %
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- oil resistance the variation of the physical and mechanical characteristics:

- shore A hardness ,
max. 5
- loss of breaking limit,
max.% -15
- elongation at break,
max. % -15
- nom-friability at low temperatures

- min.temperature
-35C
- accele rated ageing resistance:

- loss of breaking limit,
max.%
-15
- elongation at break decrease,
max. %
-30
- increasing of Shore A hardness
max. %
10
- ozone resistance
after 100 hours it shouldn't have cracks
The covering devices will be approved in Romania according to Law 10/1995.

15.2.3. Prescriptions
15.2.3.1. Special concrete
If the metallic brackets
will be embedded
in concrete, and will have a monolithcal
behaviour along with the deck, the concrete should have a minimum class of C 30/37, with S3
settlement. Aggregates used to manufacture concrete will necessarily be crushed aggregates.
Cement used fo manufacturing of concrete will meet CP 012/1-2007 requirements.
The concrete shall have a degree of gelidity G 150 lasting up to 150 cycles of freeze-thaw.
Traffic on this concrete can be opened after 28 days from concrete casting.
The use of special concrete with fast setting is recommended, in which case traffic can be
opened after 10 days from concrete casting.
If for fastening scelment bolts are used, the concrete in which these bolts are fasten should
be at least class 16/20.
Aggregates used for manufacturing of concrete shall be river washed aggregate.
For manufacturing of concrete I 32,5 cement shall be used according with SR EN 1971:20022011.
If the existing concrete for the superstructure in has a class lower than C16/20 the area
where the devices for expansion joints covering will be mounted will be demolished and recasted
with minimum class 16/20 concrete.
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It is recommended that the concrete from embedding girder should be covered with
romflexil, on the upper face, to have the same color as the wearing course .
The modality by which the fixing metallic elements are embedded in a reinforced concrete
beam, which by reinforcement works to get her with the superstructure top slab on which it is
fixed, the concrete in the beam should be at least class C28/35, with workability T4.
The traffic flow on this C28/35 class concrete shall not be allowed before 28 days.
Special concrete with fast hardening is recommended to be circulated on after 10 days.
If the fixing is with rag bolts the concrete in which these bolts are fixed should be on min.
C16/20 class.
15.2.3.2. Special mortar:
For surface leveling under some types of devices of covering the expansion joints or for
lateral tightness of the elastomeric element, special mortar containing synthetic resin is used.
This mortar should be tested in advance according to the prescriptions of the device
producer.
15.2.3.3. ElastomerElastomeric elements:
The elastomerelastomeric elements may be:
- reinforced neoprene panels-,
- special sections, shut or open, made of neoprene;
- neoprene flat bars.
These elements are delivered by request according to the type and dimensions specified in
the design. The qualitative and quantitative reception of the confections is done at the beginning.
15.2.3.4. Fixing metallic elements:
The metallic elements have special sections adapted to the elastomerelastomeric elements.
They are embedded in the structure and the interchangeable elastomerelastomeric elements are
fixed them.
The quantitative and qualitative reception is made at delivery and they should comply with the
design.
The laying of the metallic elements, before casting the special concrete, is made by fixing in
position with the specially adapted devices which assure their position till the hardening of the
concrete.
The neoprenneoprene rubber tightening strip should be continuous on the whole length and
wideness of the covering device. Only one vulcanisedvulcanized patch may be done on the whole
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length. On the vulcanised zone it is allowed a thickness tolerance of 10 % of the nominal thickness
of the strip.
In the connecting zone between the covering device and the asphalt coat, the geometry in
the design should be followed , the asphalt shouldn't have dislevelments bigger than allowed for the
asphalt coat on the road, it shouldn't have cracks, segregations or breakings, it should be sealed to
the elements of the device, eventually with special preparations.
15.2.3.5. Other recomendations
On small bridges with expantion less or equal to 20 mm ( 10 mm, considering the
mounting temperature of +5 C) is recommended simple inexpensive solutions.
There should be done:
- reception on the execution stages noticing the correct execution of the levelling elements or
the fixing of the elastomerelastomeric element,
- final reception.
At the reception' a trial by water flooding on a height of min 5 cm in 24 hours may be made.
The testing of the physico-mechanical and chemical characteristics is made in conformity
with the following standards
STAS 5441/2-74
"Vulcanised elastomers. Determination of shore a hardness"
SR ISO 1817-93
"Vulcanised elastomers. Methods of test for resistance to liquids"
STAS 5152-82
"Cured elastomers. Accelerated ageing testing".
STAS 8204-73
"Vulcanised rubber. Determination of brittleness temperature".
STAS R 9449-73
"Vulcanised elastomers. Determination of ozone cracking resistance under

static conditions".
ISO 815+Al/95
"Vulcanised elastomers. Determination of permanent deformation at

compression and constant deformation at environment and high
temperatures".
SR 13170-1993
"Metallic materials. Impact bending test. Special test specimens and

estimation methods"
SREN 10045-1/93
"Metallic materials. Impact bending test on the Charpy test specimen. Part
1: Testing method".
15.2.3.6 Conditions of acceptance

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The devices for covering expansion joints can be used only if in Romania.
Materials used for the device and the work technology will comply with the
instructions and specifications of manufacturing companies.
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CHAPTER 16
PAVEMENT COVERING OF BRIDGES
This chapter contains the general technical conditions to be fulfilled in the execution of
bituminous road coverings type cast asphalt - for the carriage way and the sidewalks of bridges.
This type of pavement is not laid from mixtures of natural aggregates, filler and
non-paraffinous bitumen for roads, and must observe the conditions of following standards:
- STAS 11348-87
"Road works. Bituminous pavement for the way on the bridge.

Technical conditions of quality"
- STAS 175-87
"Road works. Poured bituminous coverings, hot laid. General technical

conditions of quality".
-SR 174/1 2009 Hot bituminous rolled pavement. Technical requirements for bituminous
mixtures .
-SR 174/2 97 Hot bituminous rolled pavement. Requirements for preparation, laying and
acceptances of the hot rolled bituminous pavement.
Other types of road covering, such as pavement of rolled asphaltic
concrete or of cement concrete, might be applied for the bridge way, but
only on the basis of studies made by specialized institute and with the
agreement of the Designer and of the Employer.
Bituminous pavements are used according with the technical class of road, the normatives
and standards.
The bituminous covering shall be chosen taking in account the technical class of the road or
the category of the street, as per STAS 11348-87 table 1 and the provisions of the special technical
specifications of the respective bridge.
The bituminous covering of the carriage way on bridges is usually of the
BAP16m+BAP16type poured hard asphalt and is laid on the protection layer of the waterproofing,
which may be performed in two manners:
- protection layer of cement concrete see STAS 5088-75
- protection layer of poured asphaltic mortar as per chapter 16 here in before.
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The choice of one or another procedure for the protection layer is made for every single
work and shall be indicated in the special technical specifications. The protection by poured
asphaltic mortar is usually adapted in the case of orthotrope flooring, to reduce the permane nt
load.
The covering of the sidewalks is of poured asphalt.
16.2. TECHNICAL CONDITIONS
16.2.1. Geometrical data
The thickness of the courses achieved by pouring (poured hard asphalt, poured asphalt and
poured asphaltic mortar, shall be established for every work, but they must have the minima
thickness provided by the table 2 of STAS 11348-87, namely:
- poured hard asphalt
poured mechanically:
min. 5.0 cm thick
manual pouring in 2 coats:
min. 2 x 2.5 cm thick
- poured asphalt
min. 2 cm thick
- poured asphaltic mortar
min. 1-2 cm thick
The transversal and longitudinal profile of the way on the bridge shall observe the design.
16.2.2. Tolerances
The permissible deviation for the thickness of the courses is 10%.
The tolerance of the cross fall are 2.5 mm/m for mechanically poured covering and
5mm/m for manual laying.
The max uneveness along the way on the bridge, measures by 3 m long straight board, are
of 3 mm for mechanical execution and 5 mm for manual laying.
16.32. MATERIALS
The materials for the execution of asphaltic mixtures are showed in the table 3 of STAS
11348-87 and must fulfill the quality conditions provided for in the standards, namely: STAS 66289SR 662:2002 and 667-90 for aggregates (sand, grit, chipping), STAS 539-79 for filler, SRISO
754-99 for bitumen.
Other materials:
- cationic bituminous emulsion with quick breaking, STAS 8877-72 for the priming coat on
reinforced concrete flooring
- thiocolic pufty for sealing the joints of the waterproofing or of the bituminous pavements
at the contract with expansion joints, outlet openings, kerbs etc.
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The mix formula and the physical-mechanical parameters of the asphalt and of the hard
mastic asphalt shall observe the provisions of STAS 175-87, and the parameters of the asphaltic
mortar must observe the STAS 11348-87, according with tables:
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Physical-mechanical parameters
Asphaltic mixtures
Hard layed asphalt
Layed asphalt
A. Tests on cubes
Apparent density,
kg/m3
Water absorption,
% vol
Swelling after 28 days of keeping in water, vol. max.
Strength to compression to 22C,
N/mm2
Strength to compression to 50C,
N/mm2
Reduction of strength to compression after 28 days of keeping
in 22C water,
% max.
A stamp with 500mm 2 in section, loaded with 525N penetrate
at 40C for 30 minutes.
mm
B. Testing on Marshal cylinders
Stability (S) to 60C,
Flowing index (flow) (I) to 60C,
S/A ratio
N, min.
mm, min.
N/mm
2100
0-1
1
3.5
1.7
10
2100
0-1
1
3.0
1.5
10
1-7
1-7
5500
1.5 - 4.5
1500
1000
1.5 - 4.5
1000
The permissible deviations, in percentage of the weight, shall observe STAS 175-87.
16.43. SPECIFICATIONS FOR THE EXECUTIONS
The levels of subgrade should be as provided in the design
Substrate preparation is executed according to its type, namely:
- If the pavement is laid on a asphalt mortar layer, the support surface will be cleaned and
primed with fast breaking cationic bituminous emulsions, when the laying of the pavement is done in
an interval of over 24 hours from laying of mortar or from the traffic opening ;
- If the pavement is laid directly over the waterproofing membrane , will be considered
correlation of thermical stability of waterproofing with the tipe of mixture used and the necessary
adherence will be ensured. It is recommended that the protective layer for waterproofing should
have a different colour from the colour of the pavement so in future milling the waterproofing
would not be damaged.
Priming will be performed mechanically, thus resulting an homogenous layer over the entire
support layer. Residual bitumen dosage will be 0.3.0,4 kg/m2.
Priming will be done in front of paver, on a minimum distance to ensure the time necessary
for complete break of bituminous emulsion , but not larger than 100 m.
The support layer should be clean and dry.
The support layer shall be finished depending on its type, namely:
- the support of cement concrete shall be levelled by a cement mortar rendering. After
drying, the surface shall be primed by cationic bituminous emulsion with quick breaking
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- the support layer of poured asphaltic mortar shall be cleansed and primed with cationic
bituminous emulsion with quick breaking, if the pavement is poured later than 24 hours from the
pouring of the mortar.
The mixing, transport and laying of the asphaltic mixtures shall be made in conformity with
STAS 175-87. The asphaltic mortar shall be poured after the priming of the waterproofing course
with bituminous emulsion.
16.54. WORKS CONTROL AND ACCEPTANCE
The control of the materials for the asphaltic mixtures shall be made as provided by the
respective standards.
Check of asphalt mixture composition, mixed in station will be done according to SR EN
12697 standards.
The control of the asphaltic mixtures, and of their content in bitumen shall be made as per
STAS 11348-87, chapter 4 and STAS 1338/2-87.
The control of the road covering shall be made by non-destructive tests on core samples,
according to STAS 11348-87. The control of geometrical data is made during the execution as per
SR 174-1997.
The preliminary and final acceptance shall observe SR 174 -1997.
16.65. ASPHALT MIXTURE OF WATER TIGHT ASPHALT CONCRETE TYPE
FOR ROAD COVERING BRIDGES
For the carriage-way of the bridges, viaducts and overpass, asphalt mixture of water tight asphalt
concrete type can be used if the asphalt mixture fulfil the following conditions:
16.65.1.
Technical conditions
a) Geometrical data
Entite thickness of road covering shall be min. 6 cm and it shall be performed of two layers
of min. 3 cm.
The transversal profile of the alignment wat shall be performed like two slopes roof.
The alignment transversal profile's sloppes are of 2%. These can be reduces to 1.5 % or 1
% if the declivity of the longitudinal profile is of 2.5-4% or bigger than 4%.
b) Tolerances
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The permissible deviation for the thickness of the courses is -10%.

The max. unevennesunevenness along the way on the bridge, measures by 3 m long straight
board, are of 3 mm.
The tolerances of the cross fall are 2.5 mm/m.
c) Materials
The materials for the execution of asphalt mixture are:
- natural sand, according to the STAS 662SR 662:2002-89.
- crushed sand, according to the STAS 667-90SR 667:2000.
- 3/8 mm chipping, according to the STAS 667-90SR 667:2000.
- calcareous stone filler or ground chalk, according to the STAS 539-79.
- uncontaining paraffin bitumen for roads of D 60/80 or D 80/100 type, according to the
SR 754-99.
- the bitumen shall be modified or additive.
- cationic bituminous emulsion with quick breaking, STAS 8877-72 for the priming coat,
d) Composition and physico-mechanical characteristics of the asphalt mixture.
The asphalt mixture used for achievement of the road covering that is pressed by
compressor, is a asphalt concrete having max. 16 mm aggregates.
Granulosity of aggregates, filler and bitumen content are:
Materials
Filler
Fine fragments of max. 0.09 mm
Chipping content of min. 3.15 mm and max 16 mm
Sand 0.09 3.15 mm
%
Min. 12
10 12
40 55
Rest until 100
Bitumen content of mixture's mass is of 5.7 - 7%.

Natural sand percentage of crushed sand and natural sand mixture is of max. 20%.
Granulometric composition of the asphalt mixture shall be behind granulometric limit:
- passing through 0.09 mm sieve
- passing through 8 mm sieve
- passing through 16 mm sieve
10 - 12 %
14 - 25 %
25 - 40 %
45 - 60 %
60 - 80 %
90 -100 %
Tolerances of asphalt mixture composition are:

2% for the filler and sand fraction of max. 0.09 mm content;
5% for the granules content with dimensions of min. 3.15 mm;
0.3% for the bitumen content
3 % for the granules content with dimensions of 0.09 mm 0.63 m
4% for the granules content with dimensions of 0. 63 mm 3.15 mm
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PhysicoPhysical-mechanic characteristics established on cubes and Marshall cylinders, must

be according to the following table:
PhysicoPhysical - mechanical characteristics
A. Testing on cubes
Apparent density, kg /m3
Water absorption, % vol.
Strength to compression to 22C, N/mm2
Strength to compression to 50C, N/mm2
Reduction of strength to compression after 28 days
of keeping in 22C water %
Swelling after 28 days of keeping in water, % vol.
min. 2300
max. 1
min. 35
min. 7
max. 20
max. 1
B. Testing on Marshal cylinders

Apparent density, kg/m3
min. 2350
Water absorption, % vol.
max. 1
Stability to 60C, KN
min. 7.5
Flowing index (flow) to 60C, mm
1.5 - 4.5
16.65.2. General indications for the execution

Preparation, transportation and utilization of mixtures will be done according to the SR
174-1/1997 and SR 174-2/1997.
16.55.3.
Works control in the execution time
a) Material control
Checking and determination will be done by the site lab and consist of:
a.l. Bitumen
- Preparation to 25C temperature, according to the STAS 42-68.
- Softening limit by ring and ball method, according to the STAS 60-69.
a.2. Chipping
- Granularity according to the STAS 730-89.
- Fraction content of max. 0.09 mm, according to the STAS 730-89.
- Shape coefficient, according to the STAS 730-89.
a.3. Cherished sand
- Mineralogical structure by visual observation.
- Activity coefficient according to the STAS 730-89.
a.4. Natural sand
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- Mineralogical structure by usual observation.

- Organic substances according to the STAS 4606-80.
a.5. Filler
- Humidity according to the STAS 4606-80.
b) Checking of the asphalt mixture preparation. The site lab shall check:
- The composition of every aggregate sort considering granularity and impurities.
- The framing of the bitumen dosage in the dosage that was established by the lav, considering
tolerances of 0.3 %.
- Bitumen and mineral aggregates temperature in asphalt mixture preparation process;
- Checking of the right dosing of aggregate charge-,
- Checking of the asphalt mixture composition.
c) Checking of the composition an physicophysical-mechanical charateristicscharacteristics of the
asphalt mixtures and performed road coverings.
The checking shall be done on mixtures from the kneeler or from the working place,
performed road covering according to the SR 174/1-2/1997.
d) Checking of the geometrical data:
- Uniformity of the transversal profile surface and longitudinal profile surface- Checking of the road covering thickness.
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CHAPTER 17
REVETMENT AND STONE MASONRY
This chapter concerns the conditions to be full filed in the execution of natural stone
masonry and masonry facing of bridges' substructure.
The execution of these works must be performed on the basis of a special design.
This chapter, does not concern ornamental stone works, sculptures etc.
In the seismic district of 7 or more seismic degree the design of stone masonry and masonry
works must include special constructive measures.
The execution in cold weather of these works must observe the technical regulations in
force.
The physicophysical-mechanical parameters of the stone used for masonry and facing works
are showed in STAS 5090-83SR EN 12670:2002.
The choice of the natural stone must take in account:
- the climatic conditions in the area of the work
- the mechanical strength, the weathering and chemical resistance.
The stone for masonry must be more resistant than the mortar or concrete for binding. The
shearing strength of the mortar, normally hardened, must be equal to or more than the tensile
strength and 1/10 of the compression strength.
Taking in account the shape, dimensions and finishing degree, the stone masonry may be:
- rubble stone masonry
- hawed stone masonry (rough hewed quarry stone, dressed quarry stone, polygonal stone
and ashlars)
- composite.
17.2. EXECUTION OF RUBBLE STONE MASONRY
The rubble stone masonry is made of quarry stone or pebble stone, of irregular shape,
hammered to remove the earth, the weathered soft parts and the pointed edges.
The mortar shall be cement mortar STAS 1030-85SR EN 998-2:20022011.
The rubble stone may be used for retaining walls, pitching, side ditches-according to the
design and to STAS 2917-79.
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17.3. HEWED STONE MASONRY

17.3.1. Rough hewed stone masonry
The seen face of the quarry stone is roughly hewed, with the edges approximately parallel.
The side faces are hewed by hammer as per STAS 2917-79.
The weight of the stone blocks is about 20 kg, in view to be handled by a single workman.
Heavier stone blocks have to be handled by hoisting devices.
The mortars for the execution of stone masonry must fulfil the technical conditions of STAS
1030-85SR EN 998-2:20022011 and other valid technical regulations concerning the mix formula
of mortars for masonry.
The rough hewed quarry stone masonry will be perform to according to STAS 2917-79 .
17.3.2. The masonries of dressed quarry stone, polygonal stone and ashiars, are made of qu
arry stone of regular shape. The stones must have no defects such as: holes, cracks, clay inclusion
etc. and must have a neat seen face.
The dressed quarry stone masonry is made of dressed stone with rectangular face, regularly
hewed (facing). The dimensions of the dimensions of the dressed stone shall observe STAS 291779.
The facing shall be finished by coarse or fine scabbling, bush-hammering, scraping,
according to the provisions of the design.
These masonries are used for the facing of bridge's substructure, in view to increase the
mechanical or chemical resistance or for architectural reason.
For the facing work of the substructure, ashiars may be also used. The ashlars are
parallelepiped blocks of various degrees of hewing, as required by the destination of the building
and by the provisions of the design.
The masonry joints shall be 2-5 mm thick and the cement mortar shall be of mark 100 STAS
1030-85SR EN 998-2:20022011.
The ashiars shall be bound by metallic ties or by ashiars of special shape.
17.3.3. Technical conditions for control and acceptance of stone masonry
At the control and acceptance of stone masonry works, following checkings shall be made:
- if the materials and units comply with the provisions of the design and of the valid standards
- if the dimensions of the construction units are according to the design
- if the expansion and settlement joints are properly performed in the positions provided by the
design
- the eveness of the facing
- the quality of the finishing.
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The tolerances admitted as per C 193-79 "Technical regulations for the execution of stone
masonry" are as follows:
- permissible deviation from the vertical 20 mm for every 4 m of height but no more than
30 mm on the entire height
- permissible deviation horizontally 20 mm for a length of 10 m.
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CHAPTER 18
APPLICATION OF MORTAR AND CONCRETE BY GUNITING
Application of concrete by guniting on various layers (concrete nets, masonry, formworks,
ground etc.) is used both for new constructions and for mending or consolidation of existing
constructions).
18.1. PROCEDURE FOR THE EXECUTION
Application of concrete by guniting shall be performed by an equipment composed by:
- a machine or a pump where the mixture shall be introduced into;
- a pipe for concrete transportation through which the concrete should be brought till the
application place;
- a spout fixed to the pipe's extremity;
There are two methods of execution:
- dry;
- wet.
18.2. APPLICATION OF THE MIXTURE BY DRY GUNITING
The principals of application of the mixture in the wet guniting is: the mixture with added
water is poured in the machine where from it is pumped in the pipe till the spout where compressed
air is introduced.
This method is characterised by:
- reduced projection speed (10 - 40 m/s);
- possibility of projecting a semnificative flow capacity;
- additives may be necessary;
Guniting is only a special way of execution of the concrete, so the finished product has the
cast or pumped and vibrated concrete properties.
As the concrete applied by dry guniting has a good adherence to the existing layer for
mending the concrete constructions, this method should be presented in details.
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18.4. MATERIALS USED FOR MIXTURE PREPARATION

18.4.1. Cement
To prepare the mixture for mortar and concrete which applied by guniting Portland cements
without addition, according to SR EN 197-1:2011, or max. 15 % addition will be used according to
SR 1500-96SR 388-95.
The cement transport, storage and quality control are done according to the NE 012-99
Normscode of practice CP 012/1-2007.
The cement is delivered in bulk or packed in paper sacks and it is accompanied by a quality
certificate.
The cement in bulk is hauled by means of tank wagons or tank trucks.
The cement shall be stored after the examination of the quality or guarantee certificate and
after checking the free capacity of deposit in the silos allocated for the respective type of cement or
in special arranged rooms.
The bulk cement shall be stored in silos, not having contained previously other materials.
During the service time of the silos, the batches of cement will be accounted for, by daily
registering or receptations and deliveries.
The cement in sacks shall be stored in closed store -rooms. The sacks shall be laid in piles,
keeping a free space of 50 cm from the exterior walls, and for circulation. The piles shall have max.
10 rows of superposed sacks.
Each pile shall be labelled with the date of delivery, the sort of cement and the date of
fabrication.
The cement shall be used in the order of the fabrication dates.
The storage time shall not exceed 60 days, from the expedition date, for cement with ad
mixture material and 30 days for cement without ad mixture material.
The cement stored for a longer period shall be used for concrete and reinforced concrete,
only after checking the conservation state, according to code of practice CP 012/1-2007.
NE 012-99 Norms.
The quality control of the cement shall be made according to code of practice CP 012/12007..
- at delivery according to annex VI.1 pt. A.l.
- before utilisation, see annex VI.1 pt. B.1 of NE 012-99 Norms.
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The testing procedure shall be as per SR 227/2-94, SR 227/5-96, SREN 196/1,2,3,4,7,2195, SREN 196/6-94.
18.4.2. Aggregates
To prepare the mixture for heavy mortar and concrete (with apparent density between 2000
- 2500 kg/m3) which are applied by guniting, natural aggregates which are proceeded from natural
crushing of rocks will be used.
In order to prepare mixture for mortare which are applied by guniting only sand with
granular sort of max. 5 mm shall be used and to prepare mixture for concretes which are applied by
guniting, sand with granular sort of 0-3 m and aggregates with granule dimension of max. 7, 10 or
16 mm will be used, depending on the conditions which are imposed to the gunited and the
technological possibility of the machine used.
The used aggregates must fulfil the conditions of STAS 1667-76SR EN 12620+A1:20038,
annex IV.3.
The aggregates used for the preparation of gunited concrete must fulfil the following
granulozity conditions:
Max. dimension of the granule
(mm)
3 mm
5 mm
Limit
Passes in % through shive of the diameter

0.2
1
3
5
Bottom
Top
Bottom
Top
10
20
8
18
60
75
45
60
100
100
70
85
100
100
The aggregates used for the preparation of gunited concrete must fulfil the following
granulosity conditions:
Max.dimension of
the granule (mm)
7
10
16
Passes in % through shieve of the diameter

3
5
7
10
Limit
0.2
Bottom
Top
Bottom
Top
Bottom
Top
6
16
5
15
5
15
30
45
25
40
20
35
65
80
50
65
40
55
65
80
-
100
100
65
80
100
100
-
16
100
100
The moisture of aggregates used for the preparation of gunited concrete or mortar shall be
of 6-8%.
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18.4.3. Water
The water used for the execution of mortar and concrete which are applied by guniting
must full fill the technical conditions under STAS 790-84SR EN 1008:2003.
18.4.4. Additives
Additives can be used in order to prepare mortar and concrete which are applied by
guniting.
The powder additives are added during mixing.
The liquid additives are mixed with water (they are introduced in the spout).
18.5. TECHNICAL CONDITIONS IMPOSED TO THE INSTALLATIONS USED
FOR MORTAR AND CONCRETE GUNITING
Only homologated machines for guniting will used, observing the provisions of the technical
bool og those machines.
In order to ensure an uniform jet of guniting, a compressed air flow corresponding to the
type of the machine according to the technical book, at constant pressure, without pulsations is
necessary.
If the compressor can't ensure these conditions, a buffer tank between the compressor and
the gunitin g apparatus should be used.
After finishing the work, the guniting machine shall be emptied an leaned, together with
rubber pipe and the nozzle by washing with water and blowing with compressed air. A special
attention should be paid to the nozzle cleaning, clearing all its orifices (vent) without deforming
them.
In order to ensure a uniform consistence of the gunite, the water supply should have the
flow and pressure mentioned in the technical book of the machine.
To prepare the dry guniting admixture mechanic means will be used. The mixing time will
be established so that a homogeneous admixture should be obtained.
The dry admixture haulage from the place of preparation to the guniting machine must be as
shout as possible, with adequated means, so that the admixture should maintain its composition.
18.6. TECHNICAL CONDITIONS FOR MORTAR AND CONCRETE APPLIED BY
GUNITING
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Compositions of mortar and concrete which are applied by guniting shall be established
observing the following items:
- class of concrete or mortar that is prescribed in design,
- the gunite's destination (reinforcement protection, concrete surface protection, rocks
protection etc.).
- cement strength class;
- aggregates granulosity.
The preparation of the mixture shall be done in concrete factory or in the site place,
depending on the volume of works.
The determination of the composition of mortar and concrete which are applied by guniting
consists of establishing the aggregate granulosity and the cement sodage; the water content is not
initially established, water being added in mortar or cement when the dry mixture gets out of the
nozzle so that a homogenous adherent an stable mixture to the support surfaces should result.
The component dosage is made gravimetrically.
The cement quantities used for preparing the mortars applied by guniting will be established
according to the dates indicated.
Cement resistance class
Dimension on of the
aggregate granule
Mortar mark
200
300
400
l 32.5
0-3
450
500
600
l 42.5
0-5
Average quantities of mortar

425
475
575
0-3
05
kg/cu.m
425
450
525
400
425
500
The determination of the aggregate quantity that of necessary for 1 cu.m of mortar shall be
done depending on the endorsed cement dosage, considering an apparent density of about 2100
kg/cu. m and a quantity of water of 200 1.
The cement dosage used for the preparation of concrete applied by guniting will be
established depending on the dated presented:
Cement resistance class
Dimension on of the aggregate granule
Concrete class
C 12/15
C 18/22.5
C 25/30
0-7
400
450
500
l 32.5
l 42.5
0-10
0-16
0-7
0-10
Average quantities of concrete kg/cu.m
380
360
375
350
430
410
415
400
525
500
480
460
0-16
325
385
440
The determination of the aggregate quantity that in necessary for 1 cu.m of concrete shall
be done depending on the endorsed cement dosage, considering an apparent density of 2300
kg/cu.m and a quantity of water of about 160 l/cu.m.
From the preparation of the mixture till the introduction of the mixture into the guniting
machine and the application of the mixture it must not pass than 1 hour. The mixture storage must
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be done so that it should ne kept away from the action of the atmospheric agents which may alter
or modify the composition of the mixture. The alimentation of the guniting machine may be done
mechanically or by hand.
18.7. TECHNICAL CONDITIONS IMPOSED TO THE SUPPORT SURFACE
In the case of application of the gunite on a concrete support surface, the concrete support
surface has to be cleaned of impurities and superficial layer of milk of lime, realising a rugged
surface consisting of:
- demolishing, of the degradated concrete parts;
- levelling the pavements by any method except which is not recommended. Spraying of abrasive
materials with air or water gives the best results;
- washing. Before guniting, the support should be wefted in depth but dries at surface. If
necessary, a decontamination of the support may be done (removing of the sea salt, ice or
fungus;
- concrete guniting should be made shortly after the support preparation.
In the case of application the gunite on a brick support surface it has tobe cleaned of
impurities by washing under water jet and compressed air jet.
The masonry surface will be kept wet several hours before guniting. The application of
gunite will be done after the drying of the support surface.
In the case of application of the gunite directly on the rocks they will be cleaned by water
jet and compressed air jet except the rocks which depreciate in contact with water, their cleaning
being done only with compressed air jet.
Before applying the gunite, the following items should be checked an mentioned in the official
report:
-
support surface cleaning, asperity of the surface;
condition of the casting and conformity with the design;
correct mounting, fixing and supporting of the formworks and scaffoldings.
wetting and oiling of the formworks.
18.8. TECHNOLOGICAL CONDITIONS FOR THE APPLICATION OF MORTAR

AND CONCRETE BY GUNITING
Beginning or starting again the guniting operation will be made by adjusting the consistency
of the mixing by operating the water tap, the nozzle being in another direction than the surface to
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be guniting. When the correct consistency of the gunite is obtained, the nozzle is oriented towards
the surface to be gunited.
Generally, the guniting nozzle positioning must be perpendicular on the support surface.
In case the gunite is armed, the nozzle must be kept at an ungle of about 15 from the
perpendicular of the surface, in order to promote the material entering behind the amour.
The distance of the nozzle from the support surface is of 50 cm to 200 cm, according to the
pressure realised by the guniting machine at they exit of the nozzle. The worker draws nearer or
pulls the nozzle from the support surface till the corresponding quality of the gunite of obtained.
The application of the guniting layers wil be done by circular movement of the nozzle
around an axle perpendicular on the support surface. The worker must take care that the material
be homogenous and uniformly spread. In the case the material is not homogenous the worker must
pull the nozzle from the surface to be gunited, must adjust the consistency of the guniting jet
according to the needs and only then to put it again on the surface to be gunited. At guniting of
vertical surfaces the vertical direction of guniting may be chosen according to the local conditions;
the application from up to down is recommended.
Indifferent on the direction chosen, there will be taken measures for avoiding the staining
(dirtying) of the surfaces ungunited yet.
The gunite layer reinforcement may be done with floating nets (applied during guniting,
while the works are executed). The reinforcement of the gunite layer should be made with nets
fixed in a sufficient number of places (min. 4 places on sq.m) on the support layer. In case there are
provided more reinforcement nets, the gunite layer should totally cover the reinforcement net which
is closer to the support layer and then the following reinforcement should be applied.
The guniting shall be executed with at least two layers. The first layer represents a priming,
having the role to provide a better adherence and a reduction of the quantity of the ricocheted
material.
The primer is made of cement and sand 0-1 mm or 0-3 mm in equal parts by weight (0-1
mm when mortar is gunited, 0-3 mm with concrete is gunited).
The next layer is applied as soon as the priming execution is finished.
The thickness of the mortar layers varies between 1 and 3 cm, and that of the concrete
layers varies from 2 to 5 cm according to the ability of the worker who pours the gunite and the
technological conditions (the existence of the priming nets, the number of bars, the diameter of
bars).
In case the thickness mentioned in the design cannot be obtained from the second layer,
more layers of reduces thickness should be applied, so that the gunite should not exfoliate from the
support surface.
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The next layer is applied before the cement finishing from the previous layer.
In case the time is exceeded, before applying a net layer, the surface will be prepared
according to the provisions under "Technical conditions imposed to the support surface".
In order to realise the thickness in the design, devised which allow guniting till the said level
should be mounted.
When stopping work it is not allowed to use the trowel for processing the surface of the
gunite in fresh condition; restarting the work after the hardening of the gunite will be done after
removing the ricoched material and cleaning the support surface by washing with water and
blowing with compressed air. Guniting will be resumed only after the surface is dryed, appliying a
priming layer according to the above mentioned provisions.
The material resulted from ricoching will be removed. It cannot be resued- the preparing of
a new dryed mixture for guniting.
18.9. PROCESSING OF THE SURFACE OF GUNITE, THE FINAL TREATMENT
To avoid the disturbance of the structure and the adherence of the support layer, the
mortars or concretes applied by guniting are not finished.
In case the rugged surface resulted at guniting is not acceptable, being necessary a finer
surface, a processing of the surface can be done having in view:
- after finishing the guniting, a fine and fluid mortar layer is applied, the guniting nozzle being kept
at a bigger distance (about 1.50 m).
- after about 30 minutes from the application of this guniting fine layer, according to the finishing
degree asked, the surface levelling is made with a wooden or metallic reglet.
The application on this mortar layer will be made at minimum 45 minutes from the
application of the last gunited layer.
To protect the gunited mortar and concrete, to realise good conditions of hardening, the
reducing of contraction and avoiding of cracking, measures for maintaining the gunite in good
humidity conditions must be taken. At temperatures under +5C watering is not necessary. Water
used for wefting must be according to the conditions in STAS 790-84.
If, after finishing the guniting, the ambient temperature is under +5C measures for
protecting the gunite must be taken, by covering it with tarpaulin and the room must be warmed so
that the temperature of the ambient be over +5C minimum 7 days. In guniting is applied on cold
weather, the provisions of the C 16-84 Norms will be full filled.
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18.10. CHECKING OF THE GUNITING WORKS

The checking of the execution of the guniting works shall be performed on the basis of the
provisions from NE 012-99CP 012/1-2007 Norms.
a. The main obligations of the technical head concerning the quality control during execution are:
- check the normal functioning of the guniting machine
- check the qualification of the guniting team
- assure the good carrying on of the guniting works according to the provisions of these
technical provisions;
b) Checking of the gunited mortar and concrete quality and of their adherence on the support
surface is done by hammering the surface. Portions that present a hollow part will be removed and
repaired by reguniting. The repairing will be done according to the provisions of point 6 in this
Technical specifications.
For special works, the quality control of the gunite can be introduced in the design.
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CHAPTER 19
COMBINED GEOTEXTILE USED FOR WEARING COURSE
19.1. GENERAL DATA
Prior to the installation of the combined geotextile, special measures for the preparation of
the supporting surface will be adopted.
For the unprotected section of the geotextile material only plant provided with tires will be
used. Therefore, the installation is allowed for the laying of the solid asphalt concrete without any
other protective layer.
19.2. LAYING METHODS
a. Surface Preparation
The super-concrete plate mustnt show cracks or other irregularities.
Thus, the supporting surface obtained in this manner must be perfectly clean after the
removal of materials like dust particles or others.
b. Laying the combined geotextile
On the supporting surface obtained as mentioned above a pure bitumen layer heated at
1500C degrees (or an bituminous emulsion) having the concentration of 0.80 1.20 l/m2 is sprayed.
This method (treatment) is applied successively on each strip of 0.30m width, the geotextile
material being laid upside down.
The geotextile material must be saturated with bitumen and any excessive quantity of
bitumen will be removed by brushing.
The geotextile layer will be spread on the entire width of the bridge between pedestrian
handrails for a length of 1.50m either side of the pile centre.
The solid asphalt concrete layer will be laid by reducing the amount of acceleration and
deceleration as well as the number of the operations for the relocation of plants, which have a
direct impact on the unprotected surface of geotextile material.
19.3. THE CHARACTERISTICS OF GEOTEXTILE MATERIAL
The geogrids or geotextile material will be made by poly-propylene 100%.
As regards the geogrids, the following technical characteristics will be accomplished :
- traction resistance of geogrids on longitudinal and transversal direction will be
minimum 30 kN/m.
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- the minimum weight per surface unit will be 0.400 kg/m2.

- the maximum stretching of geogrids will be 11%.
- the material loops will be rectangular and will have the same thickness as the
material on both directions (nominal thickness of 3.5 mm).
For the geotextile material the following technical characteristics must be accomplished:
- the material made by poly-propylene will have an nonwoven and perforated
structure.
- the minimum weight on each surface unit will be 0.140 kg/m2 and the minimum
weight will be 0.160 kg/m2.
- the resistance to failure will be minimum 7 kN/m.
19.4. THE APPROVAL OF THE MATERIAL USED
The Constructor will notify the Engineer about the intention of using a certain type of
geogrids and will submit the results of the trials and technical characteristics of the proposed
material to the Engineer, requiring a written approval before the purchase of the material used for
the respective location.
The Consultant can request if necessary the performance of supplementary trials in
specialized laboratories approved by the Client.
The Constructor will support the cost of supplementary trials.
The Constructor will be responsible for the submission in due time of his proposals in order
to stop any delay regarding the execution of the wearing course.
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CHAPTER 20
REPAIR OF CONCRETE, REINFORCED CONCRETE AND PRESTRESSED
CONCRETE STRUCTURES
Repair of degradation and construction defects of concrete elements, will be done according
to their type:
-if the degradation affects the bearing capacity of important structural elements, will perform
a technical expertise that will determine remedial solutions, on which a remedial design will be
developed , which will underpin the execution of this work;
- if the degradation does not affect the bearing capacity of important structural elements, the
repairs will comply the previsions of this chapter.
20.1 REPAIRS USING SPECIAL CONCRETE
20.1.1 General data
Repairs of concrete structures with special concrete, are made to eliminate degradation
and restore the original bearing capacity of elements without changing their size.
All materials will be approved by the Engineer , before purchasing . No material will be
used for permanent works before beeing approved by the Engineer.
All materials proposed to be used must meet the requirements of legislation.
The minimum physico-mechanical properties for the temperature of 200C are:
- Compressive strength
min 30N/mm2 at 3 days

- Modulus of elasticity min 60KN/mm2 at 28 days

- Adhesion strength
The physico -mechanical properties of materials will be checked according to the methods
and performance levels specified in the technical agreements of each product .
Special concrete contains conventional components (aggregates, cement , water) and
various additives, which provides a range of qualities necessary for the purpose intended , such
as:
- adhesion to hardened concrete ;

- excellent workability;
- increased resistance ;
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- reduced shrinkage ;
- fast curing (high initial resistance).
Special concrete is delivered in bags, containing all components , except water, which is
added before use of the material in the amount indicated on the bag.
Special concrete materials are made by renowned international companies, based on
lengthy and competent lab research. In our country, are known and certified special concrete
materials.
After how laying manufactured concrete occurs , there are two types of special concrete
materials:
- materials for plastic-thick concrete;

-materials for high workability concrete, also called fluid concrete.
Thick plastic concrete is used to repair the deteriorating concrete elements located in
accessible areas (pillars, walls, the sides of beams, underside beams and plates, etc.). The
concrete is applied to the degraded , but ready for application area, similarly to ordinary mortar
application (with trowel and leveling tools), without using molds.
Fluid concrete is used to repair the deteriorating concrete elements, located in areas less
accessible or inaccessible (underside of beams, plates underside, constructive elements nodes,
etc..). Concrete poured into sealed molds, requires no vibration, but can migrate all the gaps to
be filled with concrete , thanks to outstanding workability of the material.
Repair technology with special concrete includes the following key operations :
- preparatory work:
- defects diagnosis;
- marking of damaged areas;
- removal of damaged concrete ;
Repairs:
- cleaning reinforcement, determining the degree of corrosion of reinforcement and

possibly supplementation with new reinforcement ;
- surface treatment of concrete to be repaired ;

- treatment of reinforcement ;
- application of special concrete .
Corrosion protection works .
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2.1.2 Preparatory work

Defects diagnosis is made by direct observation and by hammering concrete surfaces or
with special equipment to identify areas of carbonated concrete, corroded reinforcement ,
coating thickness, etc..
Marking of degraded areas is done with colored chalk by drawing contours and hatching
the degraded areas.

Removing deteriorated concrete is done by mechanical devices, electrical, cutting,
drilling. These devices will have the power and appropriate action for damaged concrete
dislocation without causing disturbances in the overall structure.
Contractor shall avoid the use of high power pieckhammere that would cause vibration
and possibly major degradation of the structure . Displacement of degraded concrete will be local
only and will only lead to sound concrete, or will be made for designed thickness in the design
details.
Concrete will not be removed until the Contractor will have Engineers approval on the areas that
will be removed and will be presented with proposals on the work stages and necessary temporary support.
2.1.3 Repair work

Cleaning the reinforcement will be done by blasting or wire brushing.
Chemical cleaning is permissible if appropriate process and materials are approved in
the country. If it is considered that the section of reinforcement has decreased by more than
5%, additional reinforcement will be provided, which will be combined with existing one on a
minimum length according to STAS 10111/2-87.
Concrete surface treatment will be done by cleaning with compressed air and possibly by
wetting or a layer of primer before applying the special concrete as specific instructions for use
of the material specify.
Bare reinforcement resulted after cleaning , will be treated by painting with a special
coating that provides corrosion protection of reinforcement and better adhesion to the
reinforcement of concrete . Preservatives may be purchased along with special concrete
materials, and will be prepared according to specific instructions and applied by brush.
Application of special concrete repair (including its preparation ) is performed according to
specific instructions. By this operation, restoration of the original dimensions of the item repaired
and restoration of full capacity load is achieved .
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20.2 ANTICOROSIVE PROTECTION OF CONCRETE SURFACES

Corrosion protection of concrete surfaces is applied to achieve better resistance of
reinforced concrete against damage by water and salts action from the atmosphere , thus
increasing their sustainability over time.
For reinforced concrete elements, which were repaired by using special concrete,
corrosion protection of surfaces is necessary in order to achieve protection and uniform color of
their areas. In this case protection of repaired items is done for all exposed concrete surfaces
(both in the areas repaired and unrepaired areas). Corrosion protection can have a decorative
role when using colored products.
Corrosion protection is considering two operations , namely:
- surface finish that is intended to close the pores and uniform surface;
- application of corrosion protection that has also an aesthetic role;
Minimum corrosion protection properties of concrete surfaces are:
- Stability to climate changes ;

- applied system to be elastic and able to close the cracks with opening max. 0.3 mm;
- prevent water intrusion and harmful agents (eg CO2, SO2) and stifle carbonation;
- permeability to water vapor diffusion ;
- adhesion to the substrate;
- modulus of elasticity, thermal expansion coefficient and water vapor permeability,
comparable to high-quality concrete (C35/45).
Specific minimum technical characteristics:

- application temperature
min. 5C;
- compressive strength
- after 24 ore: > 20 N/mm2

- after 28 zile: > 50 N/mm2
- tensile strength
1,8 N/mm2
- adherence
2 N/mm2
- elongation at break
100 %
- water vapor diffusion resistance
0,5 m
- CO2 diffusion resistance
> 80 m
Corrosion protection materials can be applied by brush, roller or spray.
20.3 REPAIRS WITH INJECTIONS

20.3.1 General data
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To fix cracks, injection of reinforced concrete elements, will comply with the "Technical
Instructions on remedial procedures for concrete and reinforced concrete elements, indicative C
149-87". Injection procedures are differentiated by the following criteria:
- Crack opening size;

- Nature of the material used for injection .
Depending on the material used for injection two processes differ as following :
- cement-based, which applies for injecting cracks with openings larger than 2 mm,
including;
- epoxy resin, which applies to inject cracks with openings greater than 0.5 mm,
including.
Cracks remedy by injection is carried out in 3 (three) phases, namely:

- preparatory work;
- actual injection ;
- verifying the proper application of the injection process.
20.3.2 Applicability
Cement based mixtures:
- shall be applied at ambient temperatures above 10 C, including.

Mixtures based on epoxy blends
- ambiental temperature and the item will be min. +15 C and relative humidity will be
max. 60%;
-dry concrete surfaces;

-stabilized cracks;
- temperature materials to be between +15 C and +30 C
20.3.3 Materiale
For cement-based injections
it is preferably to use the same cement used in the item to be injected.
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CHAPTER 21
TRANSITION WITH EARTHWORKS
21.1 GENERAL DATA
The present chapter refers to the general technical conditions which need to be complied
with on executing, compacting, levelling and finishing the earth fills from behind the abutments, on
protecting the cone quarters, on executing, carrying, assemblying the transition slabs and the
bearing beams, on executing the stairs and slope ditches, quality control and acceptance conditions.
The transition of abutments with the earthworks is executed with retaining walls.
21.2 EXECUTION OF EARTH FILLS

On executing the earth fills at cone quarters and behind the abutments, there will be
complied with the provisions of the roads technical specifications, of the standards and norms in
force and of the present technical specifications.
Behind the abutments and on the lateral side of the wing walls, which are in contact with
the ground, the waterproofing will be executed by means of a bituminous emulsion or other
materials with waterproofing features.
On executing the embankments within the transition areas, they recommend the following:
In case of masive and countersunk abutments, there will be taken into account the fact that
near the foundation and the abutment elevation, it is impossible to compact the earth fills with
heavy compactors (tyres compactors, jolting rolls, or other compacting equipment, usually used on
compacting the backfills). In this case, the compacting degree will be provided by compacting
methos specific to narrow spaces (jolting slabs, mechanic beetles, etc). For the rest of the backfill,
the compacting of the filling material will be executed by means of the equipment indicated in
Norm on the mechanized execution of road embankments C 182-87.
If the earth fill in the transition area is not executed with the access ramp backfill material,
there will be provided a space, large enough to allow the use of compacting equipment, being also
provided the earthworks benches.
If the earth fill in the transition area (excluding the earth fill which is compacted with
methods which are specific to narrow spaces), is executed with the access ramp backfill material,
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these will be executed in succesive layers, appropriately delimiting the granular material used in the
transition area.
The limit deviations admissable on executing the road platform in the bridge-access ramp
transition area are:
on the platform height:
0.05 m to teh axle;
0.10 m to the total width;
on the project levels;
0.02 m to the project elevation marks.
21.3 TRANSITION SLABS AND BEARING BEAMS
The transition slabs are elements used to mitigate the road traffic action on the bridgeaccess ramp transition area.
The transition slabs and the related bearing beams are excuted with pre-fabricated materials
or C 25/30 concrete monolith with the characteristics from the execution drawings.
The transition slabs are situated in embankment (in case of non-rigid road structures on
access ramps) or at the carriage way level ( in case of rigid road structures).
In case of the transition slabs situated at the carriage way level, executed with monolith,
there will be complied with the technical conditions imposed by the rigid road pavements,
according to SR 183-1:1995 provisions.
The compacting degree of earthworks in the bridge access ramp transition area will be of
minimum 95%, reported to the normal Proctor and determined according to STAS 2914-84.
There should be avoided the remaining gaps under the transition slabs. Any gap or cavity
should be filled by the Contractor, by waterproofing with a soil cement mixture, pumped under
pressure. The waterproofing should consist in a sandy ground, approved by the Engineer, mixed
with four parts of ground, depending on the volume, with enough water only to produce a mixture
that flows from one hole to another, while being pumped. During the pumping operations, attention
should be paid to avoid the elevation of the transition slabs.
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21.4 STAIRS AND SIDE DITCHES ON SLOPES

At both ends of the bridge will be placed by its side , side ditches for fast drainage of storm
water from the superstructure, and stairs to provide acces onto the river bed.
The side ditch will be build from rough stone or from precast concrete slabs C 30/37 class
made monoliths on site. The shape and dimensions will be detailled by the design.
Stairs will be build from precast elements (steps) made from C 30/37 class concrete.
The steps should have same height and comply as shape, dimensions and finishing, with the
design. Horizontality of steps will be checked for every step with rack and spirit level. Allowable
deviations are:
-step horizontality
2 mm
-step height
1 mm
Step nosings should be straight and intact, show no undulations or indenture . Also,
dapper or mosaic concrete steps must show local repair of indenture produced during execution
due to insufficient protections of steps.
The side ditches and stairs will rest on slope on a foundation of sand of 5 cm thick and
each will have a concrete foundation class C8/10, C12/15 whose size, according to the height of
the embankment , shall be specified in the detailed design.
Stairs on slopes are equipped with a railing made of pipe, diameter 38 mm or round steel
OB 37 20 mm. Guardrail must be vertical to the entire height ; checking is performed with
plummet. The handrail will be checked as there are no splice points to interfere with hand. Small
bumps will be removed by grinding . Pillars of the railing will have crushed stone foundations , or
concrete foundations.
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APPENDIX
LIST OF CURRENT STANDARDS AND BUILDING CODES FOR THE DESIGN,

EXECUTION AND ACCEPTANCE OF ROAD BRIDGES, GRADE SEPARATION
STRUCTURES AND VIADUCTS
A: STANDARDS
Item
Number and year
The standard
1
2
3
I. Concrete and precuts concrete units
1
3622 - 86
Cement concrete. Classification
Cement concrete. Prescriptions for the determination of water
2
3349/1 - 83
aggressivity degree.
Prescriptions for the determination of water aggressivity against concrete
3
3349/2 - 83
of hydrotechnic constructions.
4
1759 - 88
Concrete tests. Fresh concrete tests.
5
1275 - 88
Concrete tests. Hardened concrete tests. Mechanical strength test.
Concrete tests. Determination of density and compactness of hardened
6
2414 - 91
concrete.
7
3519 - 76
Concrete tests. Checking the water impermeability.
8
3518 - 89
Concrete laboratory tests. Freezing and trawing test.
9
5585 - 71
Concrete tests. Determination of static elastic modulus at compression.
Precuts units of concrete, reinforced and prestressed concrete. General
10
6657/1 - 89
technique conditions of quality.
Precuts units of concrete, reinforced and prestressed concrete.
11
6657/2 - 89
Regulations and procedures for the quality control.
Precuts units of concrete, reinforced and prestressed concrete. Procedure
12
6657/3 - 89
and devices for the control of geometric parameters.
Metallic moulds for precuts units of concrete. Reinforced and prestressed
13
7721 - 90
concrete. Technical conditions of quality.
II. The foundation ground
Foundation ground. Maxim frost depths. The zones of Romanias
14
6054 - 77
territory.
Foundation ground. Pile foundation. Pile load test in situ on sample piles
15
2561/2 - 81
and on the foundation.
16
2561/3 - 90
Foundation ground. Pile foundation. General prescriptions for the design.
Foundation ground. Drilled piles of large diameter. General prescriptions
17
2561/4 - 90
for design execution and acceptance.
18
3300/1 - 85
Foundation ground. General prescription for calculation.
19
3300/2 - 85
Foundation ground. Calculation of the foundation ground in the case of
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direct foundation.
III. Bridge
20
10101/1 - 78
21
10101/OB - 78
22
1545 - 89
23
1844 - 75
24
1910 - 83
25
26
1191 - 97
2920 - 83
27
2924 - 91
28
3221 - 86
29
3461 - 83
30
4031 - 77
31
4031/2 - 75
32
8270 - 86
33
9330 - 84
34
35
9407 - 75
10167 - 83
36
12313 - 85
37
12504 - 86
Actions in constructions. Technical weights and permanent loads.

Action in constructions. Classification and grouping of actions for
railway and road bridges.
Road bridges. Foot bridges. Actions.
Metallic road bridges. Prescriptions for design.
Concrete, reinforced concrete and prestressed concrete bridges. General
conditions for execution.
Railway metallic bridges. Prescription for the design.
Road bridges. Control and technical revisions.
Clearances for bridges, viaducts, grade separation structures and
culverts.
Road bridges. Type convoys (groups of charges) and classification of
charges.
Railway and road metallic bridges. Riveted superstructure . Prescriptions
for execution.
Railway and road metallic bridges. Bearing of cast steel. Technical
conditions for execution and erection.
Railway and road bridges of reinforced or prestressed concrete. Bearings
of steel.
Road bridges. Device for the covering of the expansion joints.
Railway and road bridges. Joining with high tensile bolts. Prescriptions
for design and execution.
Railway and bridges welded superstructures. Prescriptions for execution.
Railway and road bridges. Bearings of reinforced neoprene.
Railway and road bridges. Stand tests of the precuts units of concrete,
reinforced concrete and prestressed concrete.
Railway and road bridges and footways. Trial of superstructure by
proofing charges.
B: STATE BUILDING CODES

Item
1
1
Number
2
P 10 - 86
C 160 - 75
3
4
5
P 7 - 92
NE 012-99(II)
NE 012-99(I)
C 16 - 84
7
8
P 82 - 86
C 26 - 85
C 200 - 81
10
C 170 - 87
The code
3
Norms concerning the design and execution of direct foundations.
Norms concerning the formation and the execution of piles for
foundations
Norms for the design and execution of foundation on weak soils.
Norms for the execution of prestressed concrete works.
Norms for the execution of concrete and reinforced concrete works.
Norms for the execution in cold weather of construction and
instalation works.
Technical regulations for the design and maintenance of site roads.
Norms for nondestructive trial of the concrete
Technical regulations for the quality control of the concrete of buired
construction by sonic procedure.
Technical regulations for the protection of underground construction
units of reinforced or prestressed concrete in natural or industrial
124
Published in
4
BC 1/1987
BC 6/1975
BC 2/1993
BC 6/1985
BC 5/1986
BC 8/1985
BC 6/1982
BC 7/1988

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aggressive enviroment.
Technical regulations for the design and executions of foundations in
11
P 70 - 79
BC 4/1979
swelling and shrimking soils.
Prepared
Verified
Ing. Mutu Madalin
ing.Andronache Cristian
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Roads Rehabilitation Project Phase VI

Proiect de reabilitare a drumurilor Faza a VI-a

TECHNICAL SPECIFICATION NO. 11

Proiect de reabilitare a drumurilor Faza a VI-a

REINFORCED AND PRESTRESSED

Roads Rehabilitation Project Phase VI

Proiect de reabilitare a drumurilor Faza a VI-a

Proiect de reabilitare a drumurilor Faza a VI-a

1.1.1. Free spaces on and under the bridge

"Actions in constructions. Technical weight and permanent loads"

1.1.3. Calculation procedure and dimensioning

Roads Rehabilitation Project Phase VI

Proiect de reabilitare a drumurilor Faza a VI-a

Design prescription s" and STAS 10111/2-87

Proiect de reabilitare a drumurilor Faza a VI-a

1.4. GENERAL PROVISIONS CONCERNING THE SERVICE AND THE

Roads Rehabilitation Project Phase VI

Proiect de reabilitare a drumurilor Faza a VI-a

Proiect de reabilitare a drumurilor Faza a VI-a

Roads Rehabilitation Project Phase VI

Proiect de reabilitare a drumurilor Faza a VI-a

- solution and details to support the enclosure;

Proiect de reabilitare a drumurilor Faza a VI-a

- composition and characteristics of concrete;

Roads Rehabilitation Project Phase VI

Proiect de reabilitare a drumurilor Faza a VI-a

Proiect de reabilitare a drumurilor Faza a VI-a

Roads Rehabilitation Project Phase VI

Proiect de reabilitare a drumurilor Faza a VI-a

Proiect de reabilitare a drumurilor Faza a VI-a

- of the reinforcing cages

Roads Rehabilitation Project Phase VI

Proiect de reabilitare a drumurilor Faza a VI-a

-pile's head concreting level;

- pile's foot level

- pile's head level

Proiect de reabilitare a drumurilor Faza a VI-a

Roads Rehabilitation Project Phase VI

Proiect de reabilitare a drumurilor Faza a VI-a

The chosen technology must be approved by the Customer.

Proiect de reabilitare a drumurilor Faza a VI-a

4.2.10.3. Drilling under mud

Roads Rehabilitation Project Phase VI

Proiect de reabilitare a drumurilor Faza a VI-a

Proiect de reabilitare a drumurilor Faza a VI-a

Roads Rehabilitation Project Phase VI

Proiect de reabilitare a drumurilor Faza a VI-a

Proiect de reabilitare a drumurilor Faza a VI-a

Roads Rehabilitation Project Phase VI

Proiect de reabilitare a drumurilor Faza a VI-a

Proiect de reabilitare a drumurilor Faza a VI-a

Roads Rehabilitation Project Phase VI

Proiect de reabilitare a drumurilor Faza a VI-a

Proiect de reabilitare a drumurilor Faza a VI-a

Roads Rehabilitation Project Phase VI

Proiect de reabilitare a drumurilor Faza a VI-a

specifications see chapter 9 hereinafter.

a detailed survey of the defects shall be drafted

the short and long term consequences shall be estimated