Specifications of concrete works

File name: PE-D-DJ1784-CS-SPC-001-F0-E

Contractor: FRAMEWORK AGREEMENT FOR ENGINEERING, PROCUREMENT SERVICES AND

CONSTRUCTION MANAGEMENT FOR SURFACE FACILITIES

Company:

Framework Agreement no.: 84600146009 Company Job. No.: DJ1784

Contractor doc. no.: Contractor Job. No.: 11J01917 Company doc. no.: 11J01917-CIV-SP-000-001 Sheet 1 of 45 PE-D-DJ1784-CS-SPC-001-F0-E

FRD OIL PROJECTS STANDARDS

GENERAL SPECIFICATION FOR

EXECUTION OF CONCRETE WORKS

F0 05-11-2012 Final Issue N. Cristian M. Popa W. Ricciatti

D0 19-10-2012 Issued for Company Approval N. Cristian M. Popa W. Ricciatti C0 29-06-2012 Issued for Company Review N. Cristian A. Tomescu W. Ricciatti REV. DATE REVISION TITLE EN. PREP. EN. CHECK. EN. APP. COMP. APP.

FRD OIL PROJECTS STANDARDS GENERAL SPECIFICATION FOR EXECUTION OF CONCRETE WORKS

Contractor doc. no.: Rev.: C0 D0 F0 Company doc. no.: 11J01917-CIV-SP-000-001 Sheet 2 of 45 PE-D-DJ1784-CS-SPC-001-F0-E


INDEX

1 Preface ......................................................................................................................................... 4 2 General ......................................................................................................................................... 5

2.1 Scope of Document ............................................................................................................... 5 2.2 Definitions .............................................................................................................................. 5 2.3 Applicable Codes and Standards ........................................................................................... 6 2.4 Conflicting Requirements, Exceptions .................................................................................... 7 2.5 Unit of Measurement ............................................................................................................. 7 2.6 Language............................................................................................................................... 7

3 Specification for Concrete Works .................................................................................................. 8 3.1 General .................................................................................................................................. 8 3.2 Important Category and Class of concrete works ................................................................... 8 3.3 Cement for Mortar and Concrete ........................................................................................... 9 3.4 Aggregates ............................................................................................................................ 9 3.5 Water ................................................................................................................................... 10 3.6 Additives and additions ........................................................................................................ 10 3.7 Technical Characteristics of Concrete .................................................................................. 11

3.7.1 General ......................................................................................................................... 11 3.7.2 Concrete Preparation .................................................................................................... 11 3.7.3 Concrete Verify ............................................................................................................. 12 3.7.4 Concrete Transportation ............................................................................................... 14 3.7.5 Conditions for Pouring Concrete ................................................................................... 14 3.7.6 Concrete temperature ................................................................................................... 15

3.8 Concrete Compacting .......................................................................................................... 15 3.9 Further Treatment of Concrete ............................................................................................. 16 3.10 Joint Working and Water-stop .............................................................................................. 16 3.11 Execution of Concrete in Cold Weather ............................................................................... 16 3.12 Execution of Foundations .................................................................................................... 17

3.12.1 General conditions ........................................................................................................ 17 3.12.2 Grouting ........................................................................................................................ 18 3.12.3 Anchor Bolts ................................................................................................................. 19

3.13 Execution of Vertical Elements ............................................................................................ 19 3.14 Execution of Beams and slabs ............................................................................................. 19 3.15 Precast Elements ................................................................................................................. 20

3.15.1 General Data ................................................................................................................ 20 3.15.2 Execution of installation and joints ................................................................................ 21 3.15.3 Joint execution of precast elements .............................................................................. 21 3.15.4 Checking and reception of mounting works for precast elements .................................. 22

4 Reinforcement Bars .................................................................................................................... 23 4.1 General provisions ............................................................................................................... 23 4.2 Reinforcement Bending ....................................................................................................... 24 4.3 Checking and Reception of Mounted Reinforcement ........................................................... 24 4.4 Concrete covering ................................................................................................................ 25




4.5 Replacement Reinforcement................................................................................................ 25 5 Formwork .................................................................................................................................... 27

5.1 General ................................................................................................................................ 27 5.2 Acceptable Deviations to Formwork Installing ...................................................................... 27 5.3 Checking and Reception of Formwork and Its Supports ....................................................... 28 5.4 Casting Made in Land Areas ................................................................................................ 29

5.4.1 General ......................................................................................................................... 29 5.4.2 Permissible deviations for casting spaces made in the field are the followings: ............ 29 5.4.3 Checking of casting spaces made in the field is performed to: ...................................... 29

5.5 Previously and necessary conditions during execution of formwork and their supports ........ 30 6 Labor Safety per Categories of Work .......................................................................................... 31

6.1 General provisions ............................................................................................................... 31 6.2 Loading, unloading and storage of materials ........................................................................ 31 6.3 Preparation and transport of concrete and mortar ................................................................ 32 6.4 Pouring and compacting concrete ........................................................................................ 32 6.5 Cutting, bending and mounting reinforcing steel armatures ................................................. 33 6.6 Casings, platforms, scaffolding, ladders ............................................................................... 33 6.7 Handling, transport and mounting of reinforced and concrete elements ............................... 34

7 Geometric Tolerances ................................................................................................................. 35 8 The Quality Control and Works Reception .................................................................................. 36

8.1 General Provisions .............................................................................................................. 36 8.2 Check Classes ..................................................................................................................... 38 8.3 Checking of input elements in the work execution ................................................................ 39 8.4 Checking of works execution ............................................................................................... 40 8.5 Reception of concrete and reinforcement concrete works .................................................... 42

9 Embedded Pieces in Concrete .................................................................................................... 43 10 Quality tracking program concept ............................................................................................... 44

10.1 General ................................................................................................................................ 44 10.2 Quality Tracking Program Concept of Civil Works ................................................................ 44




1 PREFACE This specification has been prepared by Contractor within a standardization program that has been introduced by Company with the aim of harmonising the design of concrete works for all the FRD Oil Projects.

Being not submitted for approval to the Company Committee, this specification CAN NOT be considered as Company Standards and its validity is therefore limited to the FRD Oil Projects, for which it has been prepared, that will be developed by Contractor within the Framework Agreement Contract.




2 GENERAL

2.1 Scope of Document This Specification defines general requirements for the supply, construction, testing, delivery, operation and inspection of concrete works to be realized in OMV Petrom S.A. production facilities in Romania.

The concrete foundations, concrete structures, pipes support foundations and concrete platforms shall be designed, manufactured, inspected, tested and supplied in accordance with this specification and the referenced applicable codes and standards. This specification shall be read in conjunction with the latest revision of the applicable project documents. The General Contractor has to demonstrate the capabilities of supplying of concrete works as per this specification; any deviation from this specification and all norms and standards in force shall be clearly declared. These Specifications were developed in accordance with Law 10/1995 on the quality of construction works to achieve adequate quality.

2.2 Definitions The following definitions will be used in this document without the need of any further explanation:

Company/Principal: OMV Petrom S.A.

Contractor: ENERECO Spa. The Engineering Firm awarded by the Company for the Framework Agreement for Engineering, Procurement Services and Construction Management for Surface Facilities

Contract: the Framework Agreement for Engineering, Procurement Services and Construction Management for Surface Facilities

Project: is any FRD Oil Project who this specification applies to.

Job: is any Job within the FRD Oil Project who this specification applies to.

Package Contractors: any third Party/Entity that will be charged by Company for the Design, Fabrication, Site Erection, Commissioning and Start-Up of packaged process units and utility systems.

Supplier/Vendor: any third Party/Entity that will be awarded by the Company for manufacturing and/or supplying of equipment and goods for the Project.

General Contractor: any third Party/Entity that will be charged by Company for the Construction, Commissioning and Start-Up of the Balance of Plant (BOP), being this to be intended as the part of the Project not covered by the Package Contractors.




2.3 Applicable Codes and Standards SR EN 1990:2004 Eurocod: Bases of structures design SR EN 1990:2002/A1:2005 Bases of structures design, Annex 1 SR EN 1990/NA Bases of structures design, National Annex SR EN 1992-1-1 & SR EN 1992-1-1/NB Eurocod 2: Design of concrete structures. Part 1-1:

General rules and rules for buildings & National Annex SR EN-1998-1 & SR EN 1998-1/NA Eurocod 8: Design of structures for earthquake

resistance. Part 1: General rules, seismic actions and rules for buildings. SR EN-1998-5 & SR EN 1998-5/NA Eurocod 8: Design of structures for earthquake

resistance. Part 5: Foundations, retaining structures and geotechnical aspects P100-1/2006 Code of structures design for earthquake resistance NP112 2004 Code for the structure design of directly founded NE 012-1 2007 Code of practice for execution of concrete, reinforced concrete and pre-

stressed NE012/2 2010 Normative for concrete production and works execution of poor concrete,

reinforced concrete and pre-stressed concrete. Part 2: Execution of concrete works NE 013 2002 Code of practice for execution of precast elements from concrete, reinforced

and pre-stressed SR EN 197-1:2011 Cement Part 1: Composition, specifications and conformity criteria for

common cements

SR 388 -1995 Portland Cement C155-1989 Normative regarding preparation and use of concrete with lightweight aggregate SR EN 12350:2009 Test on fresh concrete SR EN 13450:2003 Natural aggregates for road and railway works. Methods of

determination STAS 4606 - 1980 Heavy natural aggregates for concrete and mortars with mineral binders.

Testing methods. SR EN 12620:2003 Aggregates for concrete SR EN 13055-1:2003 Lightweight aggregates. Part 1: Lightweight aggregates for concrete,

mortar and grout SR EN 1008:2003 Water for concrete and mortar SR EN 934-2:2003 Additives for concrete, mortar and grout. Part 2: Additives for concrete STAS 438-1/89 Steel products for reinforcement of concrete. Hot rolled steel. Grades and

technical requirements of quality SR 438-3-98 Steel products for reinforcement of concrete. Welded fabric C56-1985 & C56-2002 Standard for quality check and reception of construction works and

related equipment C16/84 Norms for the working in cold time and related facilities.




2.4 Conflicting Requirements, Exceptions The General Contractor shall notify the Company of any conflict between this specification, the Codes and Standards and any other specification included as part of the procurement documentation for any equipment.

2.5 Unit of Measurement The International System (SI) shall be used. When necessary for a specific application, alternative units may be indicated in brackets behind the SI units.

Length: m; mm Area: m2; mm2 Force: kN; N Mass: kg Pressure: kN/m2; MPa Specific Weight: kN/m3

2.6 Language All documents will be done in English language excluding the manuals which must be in English language.




3 SPECIFICATION FOR CONCRETE WORKS

3.1 General This specification establishes the technical requirements of the works of concrete and concrete materials for the production, transport and pouring of the concrete.

In addition to the provisions obtained in these specifications, the contractor shall comply with all STAS's and standards.

Execution of concrete and reinforced concrete works shall be in accordance with NE 012-1:2007 and NE 012/2-2010.

Class of compressive strength after 28 days will be required under the project. Exposure class, defined in standard NE 012-1:2007 is different depending by element, position, exposure, climatic data and others.

Usually, exposure classes are:

- Concrete Structures: XC1; XF1 - Foundations: XC2 - Sidewalk slab: XF3 - Ditches: XC4

Exposure classes shall be determined by project. Concrete purchased will be accompanied by quality certificates and test bulletins issued by the concrete supplier.

Contractor is obliged to make the application design engineer and beneficiary checks of work mark, machine control and enforcement of the concrete, additional tests and any additional measures as deemed necessary during construction.

For each object will be completed by the contractor a book of concrete. This will be reconciled with physical progress achieved to date by checking the project supervisor and this will be recorded in the statements of facts.

During execution of works will not make any derogation from this specification without prior approval in writing of the design engineer. If they see that deviations from these specifications, which can change the strength or stability conditions the design engineer and the beneficiary will interrupt the work.

Contractor is responsible for all changes and damage that may result from these interruptions.

3.2 Important Category and Class of concrete works Important Category, as per HG 766/1997 is C Important Class, as per Cod P100-1/2006 is III.

For a construction that complies with a higher category than above, shall be prepared an Annex to this specification with specific requirements of that category.




3.3 Cement for Mortar and Concrete General skill of use is fixed for cements according to SR EN 197-1. For other cements that are not included in SR EN 197-1, general skill of use must be based on the provisions of other European standards for cements, of national standards SR 3011, SR 755, STAS 10092, elaborated considering the recognised principles and procedures in accordance with SR EN 197-1.

For the preparation of poor concrete shall be used CEM II A-S32,5 N cement and for preparation of reinforced cement shall be used CEM II A-S32.5 N. If to use other cements, must be decided by the designer.

Reception of cement will be in factory as per actual standards, at the site being made only check the status of conservation, the setting time and determine the constant volume according to STAS 227/1-86, SR 227-2 and EN 196 -8:2004.

Technical conditions of reception, delivery and control of cement must comply with those standards.

During transport from factory to site (or intermediate storage), handling and storage on site, cement shall be protected from moisture and contamination with foreign matter.

Storage of cement will be made only after finding quality certificate. Shelf life of cement shall not exceed 45 days from date of shipment by the manufacturer.

Cement remained in storage for a long time cant be used only after checking the conservation of mechanical resistance to 2 (7) days. Cement which will lower mechanical strength prescribed limits that mark will be downgraded and used.

Cement is established that to be altered dispose banned for use to preparation of concrete or mortars. Evacuation will be at the expense of the contractor.

3.4 Aggregates For production of concrete shall be used aggregates or gravel following to check the quality of these units through preliminary laboratory trials. General skill of use is determined for:

Aggregates having normal density and hard aggregates in accordance with SR EN 12620. Lightweight aggregate in accordance with SR EN 13055-1.

Recommended granulometric curves for the preparation of concrete are shown in Annex K, NE 012-1: 2007 for various nominal maximum sizes of aggregates 0/8mm, 0/22mm, 0/32mm and 0/64mm.

For concrete preparation with apparent density between 2201 - 2500 Kg / cm, are used heavy aggregates, resulting from natural breaking or crushing rocks.

Aggregates should be from stable rock, meaning unalterable in the air, water or frost; should not be used aggregates from Feld spathic rocks or schist. Aggregates must be inert and do not cause harm to the cement used to prepare concrete or mortar.

The sand must be coarse to the touch. High sand will be used only on special prescriptions.

Fine and coarse aggregates will be separated by permanent substantial partitions in the store.

It is forbidden to store aggregates directly on the ground or on ballast platforms.




3.5 Water For water used to prepare concrete and mortar, the checking will be done by a specialist laboratory to start work. In site it will prevent that water to be polluted with detergents, organic matter, vegetable oils, clays, etc.

General skill of use is determined for mixing water and wash water recovery from concrete manufacturing, according to SR EN 1008.

3.6 Additives and additions General skill of use is determined for additive, according to SR EN 934-2. Compatibility of the additives with used cements should be checked by preliminary tests.

General aptitude to use the addition of type I is determined for: Fillers, according to SR EN 12620. Pigments, according to SR EN 12878.

General aptitude to use the addition of type II is determined for: Fly ashes, according to SR EN 450. Ultrafine silica, according to SR EN 13263.

Total quantity of additives used must not exceed the maximum dosage recommended by the manufacturer of additives and should not be greater than 50 g of additive per kg of cement.

Conditions of additives use are stipulated in the below table:

Item Concrete type, technology and pouring conditions Recommended additive Observations

1 Strength concrete with class between C8/10 and C30/37 inclusive

Plasticizer As appropriate: super-plasticizer

2 Exposed concrete to repeated freeze-thaw Coach air

3 Concrete having low permeability Water reducer / plasticizer As appropriate: intensive water reducing /

super-plasticizer waterproofing

4 Exposed concrete to conditions of intense and very intense aggression

Water reducer / plasticizer As appropriate: intensive water reducing /

super-plasticizer corrosion inhibitor

5 Concrete made monolithic having C35/45 Super-plasticizer / intensive water reducing

6 Fluid concrete Super-plasticizer

7 Massive concrete Concrete cast by special technology (self-compacting)

(Plasticizer) Super-plasticizer + cement retarder

8 Concrete cast in hot weather Cement retarder + super-plasticizer (Plasticizer)




9 Concrete cast in cold weather Counter-freeze + accelerating admixture

10 High strength concrete with short time

Setting accelerators without chlorides

3.7 Technical Characteristics of Concrete 3.7.1 General

Preparation and verification of concrete characteristics is properly defined on the Code NE 012-1:2007.

The uniformity is ensured by mixing uniformity, consistency and density. For technical compliance including homogeneity will meet:

Composition of concrete and concrete recipe. The conditions of preparation, transportation and commissioning work. Apparent density. Workability.

Conditions of workability (granulometry, aggregates, temperature, density and air occlusive) will be checked at concrete station. If the results fall within acceptable limits, preparation of concrete will be stopped and will be established the necessary technological measures.

3.7.2 Concrete Preparation Preparation will not start until after the establishment of definitive prescriptions will be based on quality aggregates, technology preparation, conditions of carriage, handling and installation. These prescriptions will be approved laboratory.

Concrete will be prepared with maximum 32mm aggregate with grain. Concrete will be made by mechanical mixing of all constituents simultaneously in the cement mixer. Aggregates will be introduced into the mixer in the following order:

with the large aggregates (16-32 mm) cement sand the smallest aggregates (8-16 mm) water

For dosing of the component materials for concrete, are permitted following deviations:

aggregates 3% cement and water 2% additions 3%

The main characteristics for different types of used concrete as per NE-012-1:2007:

Reinforced Concrete, Grade C25/30

Cement type CEM II A-S 32.5N Minimum dosage of cement 300 kg/m3




Maximum Ratio water/cement 0.45 Maximum aggregate size 22 mm

Precast Concrete, Grade C30/37

Cement type CEM II A-S 42.5N Minimum dosage of cement 300 kg/m3 Maximum Ratio water/cement 0.47 Maximum aggregate size 16 mm

Lean Concrete, Grade C12/15

Cement type CEM II A-S 32.5N Minimum dosage of cement 260 kg/m3 Maximum Ratio water/cement 0.65 Maximum aggregate size 32 mm

Concrete class is defined based on characteristic strength fck cil (fck cub), which is compressive strength in N/mm2, determined on cylinders with dimensions 150/300 mm (or on cubes having length 150 mm) having 28 days age. The used classes are followings:

Grade C12/15, fck cil = 12 N/sqm: - lean concrete

Grade C25/30, fck cil = 25 N/sqm: - Foundation mats and footings - Equipment foundation with relevant pedestals - Pump and compressor foundations - Retaining walls - Structures for building and for process equipment - Basins, pits and sewer manholes - Pipes supports

Grade C30/37, fck cil = 30 N/sqm: - Precast concrete elements - Precast concrete trenches - Reinforced concrete chimneys and other elevated structures higher than 15 meters.

3.7.3 Concrete Verify In order to verify the correctness of concrete manufacture, will be made components control of concrete, fresh and strengthened concrete according to NE012-1:2007. At the start of concrete work it will be done compressive strength tests for each type of concrete at 7 days.

The workability of concrete will be measured by the method of settlement.




Concrete consistency should be determined by trials using one of the following methods: Checking of settlement, according to SR EN 12350-2. Vebe trying, according to SR EN 12350-3. Determining the degree of compacting, according to SR EN 12350-4. Trying with mass of propagation, according to SR EN 12350-5. Specific testing methods that have been the subject of an agreement between specification

owner and concrete manufacturer, for concrete intended for some special applications. Recommended test methods to methods consistency are:

Spreading method (according to SR EN 12350-5) - for fluids concrete Compaction method (according to SR EN 12350-5) - for consistent concrete

When must determine the consistency of concrete, this requirement will be applied when using concrete or when the concrete is ready for using and in delivery time. Consistency can be specified by reference to a class of consistency, according to NE 012-1, paragraph 4.2.1 or in particular cases, by a specified value. In this case, the tolerances are given in the following table:

Settlement Range of specified values, in mm 40 From 50 to 90 100

Tolerances, in mm 10 20 30 Vebe Time Range of specified values, in s 11 From 10 to 6 5

Tolerances, in s 3 2 1 Degree of compaction Range of specified values

1.26 From 1.25 to 1.11 1.1

Tolerances 0.10 0.08 0.05 Propagation (stretching) Range of specified values, in mm All values

Tolerances, in mm 30

Verifications are performed: During the execution for all categories of work before coverage becomes hidden works. The end of work stages. The preliminary reception of objects.




3.7.4 Concrete Transportation Concrete transportation must be done taking measures to prevent the segregation, loss or contamination of concrete components. The vehicles must be sealed to prevent grout loss. During the heat or rain, concrete surface must be protected so as to avoid altering the characteristics of concrete.

The maximum time for transportation depending exterior conditions is presented in the below table.

Maximum time of concrete transport using self-mixers

Concrete mix temperature (0C) Maximum time for transport (minutes) Cements class 32.5 Cements class 42.5

100 < t 300 50 35

T < 100 70 50

3.7.5 Conditions for Pouring Concrete Before the starting of pouring concrete will be verify:

Corresponding formwork dimensions, horizontally and vertically, in accordance with the project.

Horizontality and flatness formwork. Measures to fixing of formwork elements. Strength and stability of existing support elements and the correct assembling and supporting,

existing failures or other means of moulding. Proper disposal of fittings and correspondence of diameters and number in accordance with

project, fittings solidarity between them (by tying, welding, party), the existence of sufficient number of spacers.

Installation according to the project documents, the plates that will remain embedded in concrete or creating holes.

Before starting concreting, formwork and reinforcing steel will be clean from any foreign materials, mortar remained from the previous pouring, loose rust, etc and will proceed to closing windows cleaning.

After performing the checks and measures mentioned above, it will proceed to record the findings in a report of hidden works.

Concrete should be put in opera before setting (determined in the laboratory). The beneficiary shall fix a maximum time period for enforcement of the concrete after its manufacture, taking into account the provisions norm NE 012-2007. Concrete will not be put into practice within determined or which will prove that started setting will be removed from the site.

Concrete must be protected from segregation at the time of the opera. If during transport has not been mixed, it can be mixed by hand at the place of use before casting.




On resumption of concreting, reinforced concrete surface is pinched if necessary and well cleaned. The surface is abundant wet, so the old concrete should be saturated before being placed in contact with fresh concrete.

The pouring will take into account the following rules:

Formwork shall be cleaned of old concrete and wetted 2-3 hours before pouring concrete, excess water will be removed.

Height of free fall concrete shall not exceed 1.5 m. Concrete is spread evenly inside the elements, aiming at making layers. Concreting will be working continuously until the joints provided in the documentation.

Not allowed to overstep time of vibration and achieve formwork with vibrator forbid. Immediately after de-moulding will be control of concrete surfaces for finding any pouring defects.

3.7.6 Concrete temperature Fresh concrete temperature should not be less than 50C at the time of delivery. Generally, fresh concrete temperature should not exceed 300C, unless special measures were taken to overcome temperature.

Concrete temperature must not be less than +50C, if the air temperature is between +50C and -30C. Concrete temperature should be less than +100C at the place of execution, where cement content is less than 240 kg/m3 or if using cement with low hydration heat (e.g. class 32.5 N). For air temperature lower than -30C, concrete temperature should not be less than +100C. In cold weather should be taken adequate measures for pouring consisting in frost protection of concrete.

It is recommended to use cement with high release of heat and/or additives to accelerate the hardening and antifreeze. It is not recommended casting of concrete at air temperature below -100C.

Where need another requirement on the maximum or minimum temperature for fresh concrete, it must be specified, giving the tolerances. All requirements for artificial cooling or heating of the concrete should be agreed between manufacturer and user.

3.8 Concrete Compacting Concrete compacting is performed by mechanical vibration, in the case of impossibility of further compaction by vibration (vibrator damage, power outages, etc.), pouring concrete shall be continued until the position corresponding to a point, manually compacting the concrete.

Workability of concrete compacted by internal vibration is recommended to be L 3 or L 3 / L 4.

The external signs after which recognizes that concrete vibration is finished, are the following:

the concrete does not compact; concrete surface is horizontal and slightly glossy; stop of air bubbles on the surface appearance of concrete and reduce their diameter.




3.9 Further Treatment of Concrete Protection of concrete will be made with materials that must remain wet. Watering will begin after 2-12 hours of the casting, depending by type of cement used and ambient temperature, but immediately after the concrete is sufficiently strong to result not cement paste. Spraying should be repeated every 2-6 hours so that the surface to remain permanently wet.

If the ambient temperature is below +50, it will not do the watering, but will apply to materials with protective films.

3.10 Joint Working and Water-stop As far as it is possible shall be avoided working joints, because these generate poor resistance of areas, execution of pouring concrete shall be done without interruption on that level or between expansion joints. When joints cant be avoided, their position must be established, taking into account the size of solicitations from various sections of the construction elements and the possibilities of organizing work to rule. They will be provided in areas where solicitations are minimal.

When joints are not indicated in the project, their position will be determined by the constructor before the start of concreting.

The maximum allowable period for interruptions of pouring shall not exceed the starting time of the concrete plug, without taken special measures to resume pouring. In the absence of laboratory determinations, this time will be considered at 2 hours after preparation of concrete for cement with admixtures and 1.5 hours for cements without addition.

Water-stop material shall be polyvinyl chloride or rubber as approved or decided by the Company.

Where not specified otherwise water-stops of the integral type shall be to the approval of the Company and have a minimum width of 230mm and a minimum web thickness of 10mm.

Surface type water-stops, where not specified, shall be to the approval of the Company and have a minimum width of 230mm and at least four (4) integral flanged ribs. Site jointing of water-stops shall be strictly in accordance with the manufacturer's instructions and shall preferably be done using equipment provided by the material manufacturer.

3.11 Execution of Concrete in Cold Weather For work performed in cold weather, shall comply with provisions of Normative C16-84 and NE012-1:2007. The specific measures to be adopted during the cold weather shall be established taking into account:

Real thermo-climatic regime existing on site during the preparation of transport, pouring and concrete protect

Size and massiveness or thinness of elements which will be poured Exposure degree of the works - area and time - to action of cold weather during strengthening

concrete




In the minutes of hidden works shall be mentioned the measures adopted for the protection of works and findings regarding their efficiency. Formwork should be well cleaned of snow and ice. It is recommended that immediately before concrete to do the final cleaning with a jet of hot air or steam. Storage of reinforcement shall be preferably in the available covered areas and in their absence, reinforcement shall be protected in order to avoid falling snow or ice formation on the surface of the bars. Reinforcement bending shall be made only up positive temperatures using, if necessary, heated spaces. Defrosting by flame is prohibited. Concrete recipe displayed at the place of concrete preparation must indicate the followings:

Water temperature from mixed depending on the temperature of aggregates in day of concrete preparation.

Concrete temperature from download from mixer, which should be between +150C and +300C. During transporting of concrete, measures will be taken to limit damage to the minimum heat of concrete by:

Avoid large transport distances, of the stationary and concrete transhipment. Shovels and dumper will be covered with tarpaulins.

Before loading new concrete quantities shall be checked if inside of used vehicle there are ice or frozen concrete. They will be carefully removed if it exists, using a hot water jet. Concrete compacting is mandatory using mechanical vibration. Concrete protection after pouring must ensure temperature of min. +50C, on whole period until to reach a resistance of min. 50daN/cm2, when the cold weather can not affect concrete quality.

The minimum time of protection keeping for resistance achieving 50daN/cm2 is called pre-hardening time and is determined by:

Type of cement used and the ratio value W/C. The average temperature of the concrete from work.

3.12 Execution of Foundations 3.12.1 General conditions

The execution of concrete and reinforced concrete foundations shall be comply with the provisions contained in Code NE 012-1:2007. The execution of foundations will be considered following:

The materials utilized in the project must comply with instructions and prescriptions of manufacturing standards and rules in force.

Execution of foundations cant begin if not in advance did the foundation excavation control.

Foundation will be performed as much as possible, without interruption on the distance between two joints of settlement, in the case when this condition could not be respected shall be proceed according to the "Working Joints".




Maximum allowable period of interruption of concrete, for which special measures are taken to resume concreting, will be between 1.5 and 2 hours.

Where the joint work of the foundation cant be avoided, it will be made vertically. Strips pouring of foundation shall be made in horizontal layers of 30-50 cm, and overlapping

the next upper layer of concrete will be required before the cement plug in the lower layer.

Joints shall not be admitted working in foundations or in isolated areas with maximum concentrations of effort.

The pouring will be replay after joint surface preparation: o Joint working surface should be well cleaned and washed with plenty of water

immediately before pouring fresh concrete.

o In case of interruption with longer durations, the surface treatment of reinforced concrete will be started with long watering (8-10 hours) before concreting and cleaning with wire brush, air blow.

Before foundation pouring, shall be checked the number of reinforcing bars, position, diameter, length, distance, etc., as well as the measures to maintain the verticality bars for vertical elements.

Shall be checked also, the formwork in the correspondence with the project regarding the position and size, if properly cleaned and thickness of cover layer and dimensions of covering, whose minimum thickness will be:

For foundation sitting on lean concrete layer, for bottom reinforcement ............ 35 mm For foundation faces in contact with earth........................................................... 50 mm Allowable deviations for dimensions of covering layer ..................................... +10 mm

If the concrete elements are exposure to humidity, shall be respected all regulations included by project and according to NE-012-1:2007, regarding minimum class of concrete, ratio of water-cement and cement dosage to assure required non-permeability.

3.12.2 Grouting High strength grout for precision support of machine base and soleplates, including equipment subject to thermal movement, tanks, column base plates, bridge seats, anchor bolts and dowels, etc., shall be a non-shrink, ready-to-use, fluid precision grout material, proportioned, premixed and packaged at the factory, delivered to the job site to be placed with only the addition of water, formwork, and curing shall be as specified.

Before depositing new concrete on or against concrete that has set, existing surfaces shall be thoroughly roughened and cleaned of laitance, foreign matter and loose particles. Forms shall be re-tightened and existing surfaces slushed with a grout coat of mortar consisting of cement and fine aggregate in the same proportion in the mix, but not leaner than one (1) part cement to two (2) parts fine aggregate, after the existing surface has been moistened. New concrete shall be placed before the grout has attained initial set.




3.12.3 Anchor Bolts Anchor bolts for the columns fixed on foundation shall be made from steel of quality minimum class 4.6. For very large loads, which would lead to complicated solutions for column base plates, is acceptable to use anchor bolts with physical and mechanical characteristics of class as 8.8 (low alloy steel with heat treatment of normalization). Anchor Bolts will be fitted with two nuts and a washer. Minimum distance of the centre of the anchor bolts to the edge of the pedestal will be 100 mm or for times the bolt diameter which is greater.

All anchor bolts will be the embedded type, that is, placed in forms before the concrete poured. For particular installations, anchor bolts will be placed after construction of the foundations, in this case, adequate pockets will be provided in the foundation (before concreting), for anchor bolts to be installed later. Pockets will be used filled using non-shrink grout.

All instances will be specifically noted on the drawings. Anchor bolts and inserts will be set accurately with respect to position, orientation, verticality and projection. Tolerance of anchor bolts for single equipment base frames will be:

distance between the bolts: maximum 2.0 mm level of bolts: maximum 15.0mm

Anchor bolts will be protected throughout the construction works from physical damage and corrosion, until the installation of the supported facilities is complete.

The anchor plates are part of the concrete structure supply. On the steel structure drawing, the centre-line and the top edge of the anchor plate is taken from the foundation drawings

3.13 Execution of Vertical Elements Execution of vertical elements - columns, walls, for all elements having maximum 3 m height is permitted to provide the formwork on all sides and height. Concreting is permitted starting to top of item if concrete vibration is not hampered by small thickness of the element or reinforcement distances. The first layer of concrete will have a consistency to maximum allowable limit by the execution procedure and shall not exceed a height of 30 cm.

3.14 Execution of Beams and slabs The concreting of beams and slabs shall respect the following additional specifications:

Pouring of beams and slabs will start after 1-2 hours from pouring end of columns or walls that supports, if the execution procedure does not contain any specifications.

Beams and slabs that come in contact will usually pour simultaneously. It is admitted to create a working joint having from 1/5 to 1/3 of slab length and then later its pouring.

To pouring slabs will be used benchmarks ordered to maximum distance of 2 m, to ensure compliance the designed thickness.




3.15 Precast Elements 3.15.1 General Data

Precast elements will be made in accordance with the prescriptions of Code NE 013-2002.

Cement, aggregates and water used in precast pre-stressed to achieve, should meet the requirements of NE Code 013 - 2002 and standards in force.

Items for paving and drainage ditches will have the following characteristics:

Class of exposure to environmental action: XC4 Freeze-thaw attack phenomenon: XF3 Resistance class: CEM II/A-S42.5 N Compressive strength class: C30/37

According to code NE 013-2002 prescriptions, selecting components and setting concrete composition shall be designed by precast unit based on preliminary mixes established and verified by authorized laboratory. The composition of concrete mixtures preliminary conditions must be established for real work.

Works for formwork, reinforcing and concrete pouring shall follow prescriptions of Code NE 013-2002.

On site, before downloading precast visual control is required. For accepting of elements, it shall be making verification immediately, after receiving their transportation, control being performed according to NE 012-2002.

Mounting of precast elements is performed based on data from project. Depending on the complexity of mounting works, through project shall be provided necessity of technological project design and elaboration of specification by designer.

The project will include at least the following: a) The quantity of items to install, for each sort; b) Transport to the installing place; c) On-site storage location and conditions of installing and supporting (if installation is not

executed directly from the means of transport); d) Methods of installation, necessary equipment and its location; e) Development order of the installation operations; f) Working teams required for installation; g) The graphic of work for the transport and mounting of precast elements, prepared in

accordance with mounting order of elements and considering the required time for hardening of fill joints, if any;

h) The preparation of filling zones and areas on which will be leaned the items; i) The positioning and rules for verifying the installation permissible deviations; j) The measures necessary for provisional fixation elements; k) Order of welds execution and technical condition of quality that must be fulfilled welds; l) Steps which is necessary a partial reception of mounting works or of joint and other secondary

works; m) Allowable deviations from mounting.




In determining the measures required for provisional fixing of elements shall be considered the standards SR EN 1991-1-6 and SR EN 1991-1-6/NB.

Succession of assembly operations is considered by the possibility of definitive joints execution, which should not be hampered by further elements that are mounted or in performing other works.

3.15.2 Execution of installation and joints Before installation must be performed as follows: a) Surfaces checking coming into contact and those who come into joint, particularly the following:

compliance with conditions for dimensions and shape (flatness, roughness and so on), as applicable

adequate processing (eg. brushing with a wire brush and plenty of washing if coming into contact with joint concrete or mortar), if applicable

the position and shape of the reinforcements or other pieces entering in joint cleanliness

b) Detail marking of seating position, with benchmarks of the setting areas and on the elements which are mounted.

c) Verification of seating surfaces elevation that are mounted elements. d) Preparation of temporary means to ensure the stability of mounted element pending final joint, if is

necessary. For installation of precast elements shall be used equipment to ensure a safe installation. For lifting the precast elements shall be executed a prior temporary lifting up to approx. 20 mm height for checking of items catching in hook. Items will be realised from hook only after correct achievement of bearing. It is mandatory to ensure stable balance of all mounted elements or which resting on them. It is forbidden the installation of items on other elements that were not permanently fixed (except as provided by project). Permanent joints must be performed as soon as possible after assembly.

3.15.3 Joint execution of precast elements Filling joints between precast elements can be done by:

Pouring concrete in large spaces (100 ... 200 mm) Epoxy paste, in which case the joint thickness should not exceed 1 mm; resins used will be

done based on legal technical documents and on supplier provisions. Other special methods based on technical legal documents.

After items placing in assembly position and joints filling shall be take measures to prevent dirt to the inside face of joints.




Before filling joints with mixtures based on cement, those faces of the panels will be wetted with water, taking the necessary measures to remove water from the joints.

3.15.4 Checking and reception of mounting works for precast elements Checking for precast installation works include:

Check position into plan and height and verify whether into admissible deviations for each mounted element.

Verification by direct visual observation of bearing for simple bearing on mortar layer. To groups of non-structural elements, direct examination can be made by survey.

Reception is performed for both precast elements provided by the manufacturer on order, as well as those made by executing in own workshops or on site (pre-cast) and shall be noted into the minutes of quality reception.




4 REINFORCEMENT BARS

4.1 General provisions Reinforcing steel must meet technical conditions prescribed in STAS 438/1-89, 438/2-91, STAS 438/3, 4-98, STAS 6482/2, 3-80.

Types currently used in reinforced concrete elements and their application areas are complying with Code NE 012/2-2010:

Meshes for reinforced concrete Class S 440 (symbol STNB), constructive or strength reinforcement, as per SR 438-3/4.

Reinforcing steel with regularly profile Class S 355 (symbol PC 52), strength reinforcement. Flat steel Class S 235 (symbol OB 37), constructive and strength reinforcement.

Delivery reinforcing steel according to the site is in force accompanied by quality certificate issued by the manufacturer (if the delivery does the manufacturer). Bars for reinforcement shall be stored on the types of diameters.

For bending, reinforcement must be clean and straight, for this purpose must be removed:

Traces of oil, paint, soil, mortar or other impurities; Adhering rust is off by hitting with hammer; Rust adhesion, friction wire brush.

Shaping and mounting bars and mesh reinforcement shall be in accordance with the project execution.

Cut and shaped bars are stored in packages labelled by type, in such a way as to avoid confusion and to preserve their shape and clean up when mounting.

It prohibits shaping reinforcement above 100C. Profile bars with regular diameters greater than 25 mm will dress warm.

Reinforcement will finish with or without beaks according to the project. If reinforcement flat with a diameter "d" beak bend to 1800 having a inner radius 1.25 d and right end portion of at least 3 d.

For reinforcement with periodic profile, beak bends to 900, with inner radius of at least 2 d and right end portion of at least 7 d.

Mounting reinforcement can begin only after receiving the quality of formwork.

Reinforcement shall be mounted in the position covered by the project, taking measures to ensure its maintenance during concrete pouring (spacers, clips, caps, etc.). Spacers can be of cement mortar in the form of prisms set with a wire armature to be related to, or made of plastic.

It is forbidden to use the spacers to the reinforcing steel coupons.




Anchor bars and steel plate embedded points will be fixed by welding of reinforcement element, or be connected with wire casing or reinforcement, ensuring maintenance of their correct position during pouring.

Overlaps reinforcement shall be in accordance with the project requirements. In the event that the project does not indicate where and how to splice the bars, its position will be established so that a section has no more than 50% bars. Overlaps reinforcement over 25 mm diameter shall be welded (required from 32 mm diameter), according to paragraph 8.4, NE 012-2. Minimum length of overlap for reinforcements which are spliced shall be as per SR EN 1992-1-1 & SR EN 1992-1-1/NB.

Reception of reinforcement, welds and pieces embedded shall be recorded after verification by Authorization Site Checker and beneficiary in the minutes of work which are becoming hidden.

4.2 Reinforcement Bending Reinforcement bending can be done by General Contractor (into own workshops and / or on-site) or by commissioning it by General Contractor to a specialized manufacturing into reinforcement bending.

Reinforcement bending shall be in accordance with the laws in force in terms of technological equipment used and the personnel performing the work.

Reinforcement bending should be performed under the following conditions: Bending does not run below - 100C. Bending of rolled bars will be done only slowly, using two-speed machines. Bending bars are made with slow moving, with uniform speed, without shocks. Diameter of used mandrels for bars bending used should be:

o for bars having nominal diameter less than or equal to 16 mm, at least four times the diameter of the bar

o for bars having nominal diameter greater than 16 mm, at least seven times the diameter of the bar

Shape and size hooks at the bars ends shall be according to the applicable technical regulations and shall be specified in the project.

Bending radius for inclined bars and stirrups / clips will be also those specified in applicable technical regulations. They must be specified in the project.

Tolerance classes for reinforcement bending shall be applied in compliance with the requirements of Annex C, NE 012-2.

4.3 Checking and Reception of Mounted Reinforcement Checking and reception of mounted reinforcement shall be:

a) At finished reinforcement works, for a working stage, when is done also, work reception.




b) Immediately before concrete pouring, when shall be perform a new checking. Checking of mounted reinforcement shall be made by direct examination and simple measurements, which refers to the following:

The type, class and traceability, by visual observation and confrontation with the documents on those products.

Diameters and respecting of tolerances concerning the dimensions and positions, by direct measurement at least two sections, in each area where reinforcement is different, particular attention being given to distance from formwork (concrete cover).

Overlaps position, by visual observation and direct measurement. Reinforcement linking to cross and existence of spacers, by visual observation and

appreciation. Reinforcement status, by visual observation and measurement, as appropriate, regarding:

o Clean: reinforcement surface should not be covered with materials that prevent adhesion (earth, grease, etc.)

o The state of corrosion

Reception of mounted reinforcement represents the confirmation of compliance with the project and provisions of applicable technical regulations, on the checks carried out. It will sign a minutes of qualitative reception on phases (for works becoming hidden), with the participation of the Beneficiary; for reinforcement reception of structural elements will be involving the designer.

4.4 Concrete covering To ensure the designed covering shall be proper provide of plastic or mortar spacers. It is forbidden to use spacers made by steel or wood coupons.

For the elements made monolith in site, minimum thickness of concrete cover layer of reinforcement is:

Slabs or dense ribs of slabs - 10 mm, but not less 1.2 bar diameter on the first layer Structural walls: - 15 mm, but not less 1.2 bar diameter on the first layer

Beams, columns, wall bulbs of structural walls: - 25 mm

Foundations - 35 mm for side, this is in contact with lean concrete or formwork - 50 mm for side, this is in contact directly with earth.

Minimum thickness of the cover layer for longitudinal reinforcement must respect the above values, but to be at least equal to 1.2 times diameter of longitudinal bars.

Maximum thickness of the cover layer is limited to 50 mm.

4.5 Replacement Reinforcement Unless have the assortment and diameter specified in the project, it can proceed to replace them only with the designer approval.




Replacement of reinforcement provided in the project will follow the execution drawings which are submitted to Construction Book.




5 FORMWORK

5.1 General The composition and assembling formwork should be such as to ensure the necessary stability under the action of loads that appear in the execution. It must also securing shape, size and degree of finish to the project for items to be made complying with the allowable deviations required by Code NE 012-1:2007.

Calculation of formwork and their support shall take into account the normative provisions NE 012-2007. Can be used formwork of wood materials (tego, boards), removable metallic formwork, made from the recyclable items or subassemblies at a number of reusing (the tapes). Before installing the panels, check invariably only rehabilitate formwork, taking into consider the following:

Not allowed re-lining panels with discontinuous.

Not allowed re-using formwork that system resistance weakened, loose mounting lifting lugs, loose or damaged.

Before installing formwork used previously will be taken that they be cleaned from inside the adherent mortar or other foreign objects, recommending wax emulsion lubrication panel, to be applied shortly before concreting.

Formwork must be caught its drip grout and mortar.

Geometric deviations at the formwork assembling from fixed dimensions by the project will be to enrol in the allowable limits (tolerances complying) with the specified in normative NE 012-1:2007). When removing the formwork shall be taken all measures and precautions required to avoid damage to or destruction poured concrete formwork.

Formwork removal is forbidden by beating, forcing or striking the allegations.

Minimum time removing the formwork will be indicative of NE 012-1: 2007 and in any case there will be less time needed to achieve the following resistances:

At least 50 daN/cm for lateral sides Minimum of 75 daN/ cm for openings. At least 50% of mark for length up to 2 m At least 70% of mark for length 2 m and 8 m.

5.2 Acceptable Deviations to Formwork Installing Tolerances for formwork assembly refer to the following categories:

Dimensions of space for formwork Elevations (for formwork bottom, concreting height, etc.)




Axes position, in plan and height (including straightness and perpendicularity or provided angle, if any)

Surface form (including flatness and local bump as appropriate) Acceptable deviations for dimensions, elevations and axes position, if they are not express included in the project, will be provided for those items.

5.3 Checking and Reception of Formwork and Its Supports Checking of formwork and its supports is performed:

At the end of formwork works, for one work step, when it is performed formwork reception. Immediately, before placing of concrete, when it is performed a new checking.

Checking of formwork and its supports shall be made by direct examination, simple measurements and measurements using equipment.

Checking of formwork and its supporting, by direct observation and simple measurements refers to following:

Comparing with the provisions of the technological project and / or provisions manufacturer regarding:

o the composition of assembly by visual o the types of materials and them integrity by visual and analysis their quality records, o dimensions by measurement o joints (fasteners and contact between elements in joint): visual and application by

hand, have no stake in joint Corresponding placement of items / formwork panels themselves, from the base of the

boundary and between them, by visual - position and no empty spaces between them Support or punctual link elements (struts, inclined bracing, interior links etc.) are fixed: by

application with hand, do not have the play, interior connections are correctly mounted, by visual observation

Cleanliness, by visual Application of de-moulding agents, by visual Sizes with at least 2 sections for each element and the holes and their relative position, by

direct measurement Tracing of the concreting height, by direct measurement towards the bottom formwork, or to

other existing surfaces The general appearance of the surface which comes into contact with concrete, by visual.

Nonconformities, either in terms of compiling and assembly, either overcoming tolerances (allowable deviation) on sizes and / or position shall be recorded and shall be resolved by the General Contractor.

Checking formworks and their support shall be made again during the 24 hours before installing reinforcement, if necessary, before starting concrete work, if between these operations has passed a longer period. This second check is performed by direct observation and simple measurements.




Reception of formworks and their supports represents the confirmation of compliance with the project and provisions of applicable technical regulations, on the checks carried out. It will sign a minutes of qualitative reception on phases (for works becoming hidden), with the participation of the Beneficiary; for reception of special formworks and scaffolds will be involving the designer which prepared the specifications.

5.4 Casting Made in Land Areas 5.4.1 General

A. Casting areas made in land (case of holes for foundations pouring or pouring on horizontal and inclined surfaces are, in generally formed from earth works. The main conditions for the space execution of casting in these cases refer to the following:

Ground / embankment status Axes, dimensions and levels The surface

B. Conditions of ground or embankment status include: Ground status for casting directly in excavation The embankment status

C. Conditions of axes, dimensions and levels include: Axes and dimensions in plan and height: to comply with the allowable deviations

included in the project, or the specific requirements. Cases where, given the nature ground or other conditions, the execution excavation

have resulted in some areas, larger, leading to additional consumption of concrete: to provide, where appropriate, formwork on those areas.

Levels: will be assigned in the allowable deviations included in the project, noting that for embankments, quotas are the results after taking embankment.

D. Conditions of form surfaces include: flatness or, where appropriate, curved form of the excavation local irregularities, which should not affect the sizes or elevations

5.4.2 Permissible deviations for casting spaces made in the field are the followings: Where the elements, which will be poured are reinforcement elements and thickness of

concrete cover to reinforcement is taken into consideration: - 0 mm +50 mm

In other cases: - 24 mm +50 mm

5.4.3 Checking of casting spaces made in the field is performed to: Axes verification and framing of tolerances, in plan and height, if applicable: with

adequate equipment.




Checking dimensions and their relative position towards the axes and checking of classification in tolerance: by direct measurement in least two sections for each element.

Checking the surface appearance and if appropriate, flatness: by direct measurement. Checking the cleanliness of the space: by visual observation.

Reception consists in approval of compliance work in a report for quality reception on phases (for works that are hidden).

5.5 Previously and necessary conditions during execution of formwork and their supports Previously conditions refer, mainly, to the following:

Existing, on site, of the project, which must include all the necessary information for the formwork execution (axes, dimensions, elevations with tolerance classes, others necessary details).

Existing on the site, of the technological project for formwork and their supports, if any. Existing, if any, reception of earthworks, when they are involved (such as lost formwork). Provisioning and reception of formwork and / or asset scaffolding.

Conditions that must be provided during works execution refer mainly, to the following: Technical facilities required for installation or, if appropriate, execution and mounting of

formwork and scaffolding to their support. Qualified personnel for installation or execution and installation of formwork and scaffolding.




6 LABOR SAFETY PER CATEGORIES OF WORK Construction works related to the supporting structure shall observe the labour safety measures stipulated in normative acts, norms and specific orders in force:

- Law 319/2006+GD1425/2006 Law regarding labour health and safety and related implementation methodological norms.

- GD 355/2007 Decision regarding the monitoring of workers health. - GD 1048/2006 regarding the minimum safety and health requirements for the use of personal

protective equipment at the workplace by workers. - Fire prevention and extinguishing norm during the execution of construction works and their

related systems C300-1994. - General norms for fire-fighting approved by Order M.A.I. no. 163/2007. - Norm for fire safety of structures + Exemplification manual indicative P118-99+MP008/2000. - GEO 195/2005 regarding environmental protection modified and completed by Law 265/2006. - Law 265/2006 for the approval of the Governmental Emergency Ordinance no. 195/2005

regarding the environmental protection. - GEO 243/2000 regarding atmospheric safety. - Law 655/2001 for the approval of the Governmental Emergency Ordinance no. 243/2000

regarding atmospheric safety. - OMAPPM 462/1993 regarding technical conditions for atmospheric safety.

Within the labour safety activities unfolded by the units which participate to construction works, immediate measures shall be taken (trainings, precise measures at work points, etc.) for the implementation of all updates and completions to the existing labour safety norms and the implementation of new ones issued under the form of laws, norms and normative or regulations, so that labour safety and hygiene activities are unfolded based on normative acts in force at the construction date.

6.1 General provisions According to legal provisions in force, during construction and exploitation of designed works, the constructor and the beneficiary of works shall install all the appropriate indicators and means of protection and warning and shall execute all the markings required for protection and warning, as well as those for future identification of underground networks designed and executed.

Hazardous works must be signalled, both during the day and at night by security plates or by any other special signs, depending on the actual condition during the execution or exploitation of the designed works.

The constructor shall also undertake all labour safety measures, traffic safety and fire prevention measures which are considered necessary based on the work management construction plan, and their cost shall be supported from the site management quota or the overhead quota.

6.2 Loading, unloading and storage of materials - Works shall be executed in locations especially designed and free of risks for workers.




- For manual loading and unloading operations, only those workers who fulfil the requirements stipulated by law shall be used. - Appropriate machines, devices and equipment shall be used to provide full labour safety. - Legal provisions regarding labour hygiene shall be observed (maximum manual handling weight, etc.) - It is forbidden to stop or circulate beneath materials transported at heights, as well as around machines which handle materials. - Legal provisions in force shall be observed regarding the execution of such operations in warehouses, railway stations (private or public) or for special materials (acid, gas bottles, toxic or explosive chemicals, etc.).

6.3 Preparation and transport of concrete and mortar - Concrete and mortar shall be prepared in centralized installations, observing specific labour safety norms.

- Horizontal or vertical transport of concrete on site shall be performed by concrete pumps or buckets and their technical condition shall be checked daily.

- There shall also be a daily technical verification of lifting and transportation equipment.

- It is forbidden for personnel to stop or circulate beneath and around lifting devices during transport.

- Bridges with minimum 1.20 m width shall be used for walking on casings for concrete transport.

- Specific labour safety norms and equipment operating instructions shall be observed for the transportation and pouring of concrete with concrete pumps.

6.4 Pouring and compacting concrete - Construction engineers, worksite managers, foremen and team managers shall fulfil promptly their attributions and obligations regarding labour safety instructions. - Labour safety propaganda shall have the role of implementing labour safety measures at the work place and ensure labour safety; - Before starting concrete pouring, the worksite manager shall check the execution of casings, bridges and scaffolding, - Work bridges shall have rails and marginal boards. - It is forbidden to enter the concreting area, where there is the hazard of falling concrete - When concrete is compacted by vibrators, special measures shall be taken, such as: - Vibrators shall be checked before pouring; - If vibrators break down during pouring, they shall be immediately unplugged and delivered to the electrician for checking. - The vibrator casing shall be earthed and vibrator handling personnel shall wear rubber boots and electro-insulating gloves; - Conductors which supply the vibrators shall be flexible and insulated in rubber tubes;




- While the vibrator is moving or whenever work is interrupted even for short periods, the vibrator shall be unplugged from the power network; - Vibrators shall be handled by the working personnel who was instructed for handling as well as for specific labour safety; - When concrete is poured into vertical elements, homologated hose buckets shall be used or funnels mounted in the upper casing. - The technical condition of the bucket and accessories shall be checked, the handling of the hose bucket or usual bucket (also homologated) shall be done according to specific use instructions.

6.5 Cutting, bending and mounting reinforcing steel armatures - Labour safety norms specific to workshops shall be observed (site or centralized norms) for the cutting and bending of reinforcements and for the use of machinery and equipment. - The tools, equipment and devices used shall be adequate and in good technical condition. - It is forbidden to mount reinforcements close to electric power lines. - It is forbidden to walk and mount reinforcements on the casings of prefabricated elements before they have been strengthened and checked. - It is forbidden to walk on mounted armatures. - Reinforcement welding shall be done in safety conditions according to the norms in force. - While pre-tensioning reinforcements and transferring the pre-stress force, necessary measures shall be taken to prevent workers from stopping and walking behind presses or along technological lines; warning signs shall be installed. - For pre-stretched reinforcement elements, the ends of the stand or of the load bearing moulds shall be provided with metallic covers, attached to the stand abutments or to the mould extremities.

6.6 Casings, platforms, scaffolding, ladders - Platforms, scaffolding, ladders and casings from the inventory (standard type) shall be normally used. If non-standard elements are used, they shall be executed based on an approved design. - All necessary measures shall be taken to provide strength, stability and safety for the exploitation of these types of works, according to the provisions of norms and technological plans. - For the execution (mounting) of platforms, casings, etc. workers shall be equipped with safety belts anchored to fixed and strong construction elements. - Interior scaffolding shall be solid and well balanced against wind. - Ladders shall be secured against tipping over or slipping. - All casing elements shall be executed based on technological plans approved by the management of the construction unit. - Only workers admitted based on the norms in force shall take part at casing works. Foremen shall check the condition of casings daily and they shall take remedy measures if necessary. Climbing and walking on casings shall be made on ladders and bridges provided with protection rails.




6.7 Handling, transport and mounting of reinforced and concrete elements - Reinforced and pre-stressed concrete elements shall be mounted based on the technological plan which includes the necessary equipment, devices and machines, and labour safety measures for this type of works, for each element separately. - The worksite manager is responsible for implementing together with all the workers the contents of the technological plan regarding mounting operations and labour safety. The worksite manager is also responsible for the implementation of labour safety measures, for the distribution of protective gear, for the verification of the proper functioning of machines and mounting devices. - When handled and mounted, prefabricated elements must not be inclined or hit. It is also forbidden to tip elements over, and it is necessary to take the appropriate measures in order to prevent the tipping over of elements when being stored or mounted. - Taking into account the initial effort when handling, transporting and mounting pre-stressed concrete elements, all situations which have not been foreseen in the design must be avoided. It is mandatory to observe project specifications regarding fastening points and methods for the lifting device hook, as well as for the position of supports. - It is forbidden to hit anchors and to perform welding which would come into contact with anchors or apparent extremities of pre-stresses reinforcements, which would damage the elements resistance overall. - In order to attach prefabricated elements to the crane hook, safe and adequate devices shall be used which allow easy detachment after mounting, without forcing the workers to climb towards the hook. - When mounting, welding must be performed so that anchors or apparent extremities of pre-stressed reinforcements do not heat or favor the formation of an electric arc. The anchors and pre-stressed extremities must also be protected against contact with incandescent materials resulting from welding. - It is forbidden to leave lifted elements in a suspended state, - The detachment from the crane hook is only allowed after checking the stability of prefabricated elements. - When mounting prefabricates, workers shall wear safety belts and additional ropes and non-slippery footwear (with thin soles) or full body harness. - It is forbidden to stop beneath elements undergoing mounting.




7 GEOMETRIC TOLERANCES Tolerances of geometric sizes for constructions (lengths, inclinations, straightness, flatness and relative irregularities) are presented in Annex C, NE 012-2/2010. Permissible deviations for construction, for tolerance class 1 (normal tolerances) are presented in Annex D, NE 012-2/2010. Tolerance Class 1 takes into account design assumptions of SR EN 1992, for structural elements and the required level of safety for non-structural elements.

Complete structure must be within allowable deviations to avoid adverse effects regarding to:

Mechanical strength and stability at an intermediate stage and in the period of service. Operational performance during use construction. Compatibility of placement for assembly structure and non-structural elements.

Requirements for special tolerances should be specified in the project totally. Tolerances for contact surfaces of elements, where the forces are transmitted through direct contact of surfaces, not covered by present legislation, NE 012-2/2010. All requirements related to these areas should be mentioned in the project. Tolerances for poured elements under water are not covered by legislation, NE 012-2/2010.

If a particular geometric deviation is covered by similar requirements shall apply most stringent requirement.

Tolerances for position in plan refer to secondary axes from plan. Tolerances for height position refer to secondary axes on height, e.g. transferred elevation. Any requirement for secondary axes should be noted in the project.




8 THE QUALITY CONTROL AND WORKS RECEPTION

8.1 General Provisions Keeping under control the execution of concrete and reinforced concrete works is very important because:

a) By quality of work to achieve of structures depends, directly and immediately, to meet essential requirements for such constructions strength and stability, with impact both in people's lives, as well as economic;

b) To all other types of constructions materials used for the structure, reinforced concrete has the following features:

regarding the actual mechanical characteristics of concrete put into practice: - Depend largely on how it is to work (casting, compaction, further treatment) for

each area of the elements, into part; - Not directly determine on the item made, but on objects by evidence which,

although taken from the same fresh concrete are kept into environmental conditions standard to determine the strength class of concrete used (effective strength depend largely on the conditions of work);

- Conclusive values are obtained, usually after 28 days, during which, normally these items are at least partially placed under load;

regarding reinforcement: it is hidden work being hard to still get information on it (type, diameter, position etc.);

any further intervention works, due to the finding of noncompliance or misconduct are very difficult under the aspect of their design, but especially in terms of their execution;

c) Reliability as regards design and execution of works is considered in design codes through considering measures to establish representative values of actions and partial safety

Specifications of concrete works

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