RO EP FE CS STD 001 01 E Company Standard for Access Roads

OMV PETROM EP Regulation

RO-EP-FE-CS-STD-001-01-E Valid from: june 2010 Company Standard Regarding Design, Construction,

Exploitation, Maintenance and Repair of Oil Field Roads at Crude Oil and Gas Production Branches of S.C. OMV OMV PETROM S.A.

Page 2 of 157 Edition: 2

In the interests of simplicity and readability, the language of this statement is as far as possible gender neutral. Where applicable, the masculine incorporates the feminine User Notes:

A controlled copy of the current version of this document is on OMV PETROM Intranet EP. Before making reference to this document, it is the user's responsibility to ensure that any copy is current. For assistance, contact the Document Issuer. This document is the property of OMV PETROM EP. Neither the whole nor any part of this document may be disclosed to others or reproduced, stored in a retrieval system, or transmitted in any form by any means (electronic, mechanical, reprographic recording or otherwise) without prior written consent of the owner. Users are encouraged to participate in the ongoing improvement of this document by providing constructive feedback.





Table of contents

CHAPTER I - GENERAL ................................................................................................................................... 7 Section 1 - Definitions, References, Classification .................................................................................. 7 1.1. Definitions ......................................................................................................................................... 7 1.2. General statement of principles...................................................................................................... 7 1.3. References - laws, orders, standards, normatives ........................................................................ 8

Section 2 - Scope of application ................................................................................................................ 9 1.4. Scope of application......................................................................................................................... 9 1.5. Classification in accordance with current legislation: construction categories of importance9 1.5.1. Construction categories of importance ................................................................................... 9

CHAPTER II - DESIGN OF OIL FIELD ROADS ............................................................................................. 10 Section 1 - Design statement ................................................................................................................... 10 2.1. Statement of design principles ..................................................................................................... 10 2.2. Standard references ....................................................................................................................... 10 2.3. Traffic description........................................................................................................................... 10

Section 2 - Road route alignment............................................................................................................ 12 2.4. Design of earthworks (route alignment) ...................................................................................... 12 2.4.1. Statement of design principles .............................................................................................. 12 2.4.2. Standard references ................................................................................................................ 12 2.4.3. Safety distances to adjacent elements.................................................................................. 12 2.4.4. Road safety zone...................................................................................................................... 13

Section 3 - Horizontal route alignment................................................................................................... 14 2.4.5. Horiyontal and vertical road geometry.................................................................................. 14 2.4.5.1. Horizontal road geometry ................................................................................................ 14 2.4.5.1.1. General. Definitions.................................................................................................... 14 2.4.5.1.2. Road width .................................................................................................................. 26 2.4.5.1.3. Clearance ..................................................................................................................... 27 2.4.5.1.4. Intersections................................................................................................................ 27 2.4.5.1.5. Undercrossing and overcrossing .............................................................................. 28 2.4.5.1.6. Guardrails .................................................................................................................... 29

Section 4 - Vertical route alignment ....................................................................................................... 30 2.4.5.2. Vertical road geometry ..................................................................................................... 30 2.4.5.2.1. General. Definitions.................................................................................................... 30 2.4.5.2.2. Maximum ramp........................................................................................................... 30 2.4.5.2.3. Maximum crossfall ..................................................................................................... 31 2.4.5.2.4. Minimum vertical connecting radius........................................................................ 32 2.4.5.2.5. Cutting slopes ............................................................................................................. 32 2.4.5.2.6. Embankment slopes ................................................................................................... 33

Section 5 - Road superstructure .............................................................................................................. 34 2.5. Superstructure design.................................................................................................................... 34 2.5.1. Design statement ..................................................................................................................... 34 2.5.2. Standard references ................................................................................................................ 34 2.5.2.1. Criteria of flexible road pavement determination: ........................................................ 34 2.5.2.2. Criteria of rigid road pavement determination: ............................................................. 35 2.5.2.3. Verification of pavement behaviour at freeze and thaw............................................... 35

2.5.3. Pavement design function of exploitation, construction cost and paving maintenance requirements ...................................................................................................................................... 36

Section 6 - Water discharge ..................................................................................................................... 37 2.6. Collecting and discharging rain water ......................................................................................... 37





2.6.1. Design statement ..................................................................................................................... 37 2.6.2. Normative references .............................................................................................................. 37 2.6.3. Adjacent ditches to road ......................................................................................................... 37 2.6.4. Guard ditches ........................................................................................................................... 38 2.6.5. Other rain water collection and discharge devices.............................................................. 38

Section 7 - Art Works ................................................................................................................................ 39 2.7. Design art works and ancillary works .......................................................................................... 39 2.7.1. Design principles (A, B, C)....................................................................................................... 39 2.7.1.A. River bank protection works ........................................................................................... 39 2.7.1.B. Reinforcement works ....................................................................................................... 40 2.7.1.C. Bridges ............................................................................................................................... 40

2.7.2. Normative references .............................................................................................................. 41 Section 8 - Bridges .................................................................................................................................... 42

2.7.3. Bridges and culverts ................................................................................................................ 42 2.7.3.1. Bridges................................................................................................................................ 42 2.7.3.1.1. Bridge terminology..................................................................................................... 42 2.7.3.1.2. Classification of bridges............................................................................................. 42 2.7.3.1.3. Determination of bridge length and height ............................................................. 43 2.7.3.1.4. Free spaces on and under the bridge ....................................................................... 45 2.7.3.1.5. Loading ........................................................................................................................ 45 2.7.3.1.6. Calculation and dimensioning................................................................................... 45

2.7.1.7. Types of bridges ................................................................................................................ 46 Section 9 - Culverts ................................................................................................................................... 55

2.7.3.2. Culverts............................................................................................................................... 55 Section 10 - Consolidation and protection of river banks .................................................................... 57

2.7.4. Retaining walls......................................................................................................................... 57 2.7.5. Piles ........................................................................................................................................... 57 2.7.6. Gabions ..................................................................................................................................... 58 2.7.7. Drains ........................................................................................................................................ 58 2.7.8. River bank protection works .................................................................................................. 58

Section 11 - Marking - Signing................................................................................................................. 63 2.7.9. Marking ..................................................................................................................................... 63 2.7.10. Traffic signs ............................................................................................................................ 63 2.7.11. Signing of maintenance and repair works .......................................................................... 63

CHAPTER III - CONSTRUCTION OF OIL FIELD ROADS............................................................................. 64 Section 1 - General overview and materials .......................................................................................... 64 3.1. General............................................................................................................................................. 64 3.2. Materials .......................................................................................................................................... 65 3.2.1. Earthworks................................................................................................................................ 65 3.2.1.1. Filling material ................................................................................................................... 65 3.2.1.2. Capping layer materials .................................................................................................... 65

3.2.2. Road pavement ........................................................................................................................ 65 3.2.2.1. Ballast pit aggregates ....................................................................................................... 65 3.2.2.2. Crushed stone and rubble ................................................................................................ 66 3.2.2.3. Macadam (SR 179:1995) ................................................................................................... 66 3.2.2.4. Semipenetrated and penetrated macadam.................................................................... 66 3.2.2.5. Aggregates, or cement stabilized soils ........................................................................... 66 3.2.2.6. Cement concrete ............................................................................................................... 67 3.2.2.7. Asphalt mixture ................................................................................................................. 67 3.2.2.8. Binder and asphalt concrete ............................................................................................ 67 3.2.2.9. Pavings of rubble and boulders ....................................................................................... 68





3.2.2.10. Rubble paving. Large, medium and small size paving setts....................................... 68 3.2.3. Water collection ancillary constructions ............................................................................... 68 3.2.4. Guardrails.................................................................................................................................. 68 3.2.5. Culverts ..................................................................................................................................... 68 3.2.6. Hydrotechnical works (river bank protection) ...................................................................... 69 3.2.6.1. Fascines .............................................................................................................................. 69 3.2.6.2. Woven and unwoven geosynthetic materials................................................................ 69 3.2.6.3. Concrete. ............................................................................................................................ 69

3.2.7. Consolidation woks ................................................................................................................. 70 3.2.8. Bridge works ............................................................................................................................ 74

Section 2 - Construction requirements................................................................................................... 80 3.3. Construction requirements............................................................................................................ 80 3.3.1. Earthworks................................................................................................................................ 80 3.3.2. The main and foundation layers............................................................................................. 80 3.3.3. Macadam................................................................................................................................... 80 3.3.4. The main layers and bituminous layers of medium–hard and hard macadam ................. 80 3.3.5. Cement concrete layers executed on settled shutters ........................................................ 81 3.3.5.1. Quality technical conditions............................................................................................. 81 3.3.5.2. The road concrete categories........................................................................................... 81 3.3.5.3. Preparation and placing of the cement concrete........................................................... 81

3.3.6. Concrete cement layers executed on slipping shutters ...................................................... 82 3.3.7. Hot executed cylinder bituminous layers.............................................................................. 82 3.3.8. Rough stone or boulders pavements..................................................................................... 82 3.3.9. Natural stone pavements. Ordinary, out of norms and pieces of pavements................... 82 3.3.10. Adjacent constructions for water storing and evacuation. Ditches, cassies, gravels .... 82 3.3.11. The bituminous treatments .................................................................................................. 83 3.3.12. Culverts ................................................................................................................................... 83 3.3.13. Guardrails ............................................................................................................................... 83 3.3.14. Construction requirements for consolidation works ......................................................... 83 3.3.15. Construction requirements for bridges ............................................................................... 95

3.4. Normative references..................................................................................................................... 96 3.5. Construction documentation ........................................................................................................ 96 3.6. Permits and authorizations according to the current law ......................................................... 96 3.7. Inspections and verifications......................................................................................................... 97 3.7.1. Verification processes ............................................................................................................. 97 3.7.2. Inspection procedures............................................................................................................. 98

CHAPTER IV - ACCEPTANCE OF OIL FIELD ROADS.................................................................................. 99 4.1. Documentation ............................................................................................................................... 99 4.2. Construction manual ...................................................................................................................... 99 4.3. Tests............................................................................................................................................... 100 4.3.1. Earthwork ............................................................................................................................... 100 4.3.2. Road pavement ...................................................................................................................... 101 4.3.3. Bridges .................................................................................................................................... 102

4.4. Acceptance of works at construction phases............................................................................ 102 4.5. Acceptance of works for opening to explotation...................................................................... 103 4.1.1. Definition ................................................................................................................................ 103 4.1.2. Phases ..................................................................................................................................... 103

CHAPTER V - EXPLOITATION OF OIL FIELD ROADS .............................................................................. 105 5.1. Surveillance of road behaviour ................................................................................................... 105 5.1.1. Current surveillance............................................................................................................... 105





5.1.2. Special surveillance - after special evants, with significant effects on road behaviour during explotation (flooding, land sliding, etc.) ........................................................................... 107

CHAPTER VI - MAINTENACE OF OIL FIELD ROADS ............................................................................... 108 6.1. Road maintenace in summer....................................................................................................... 108 6.1.1. Maintenace of road platform ................................................................................................ 108 6.1.1.1. Curent maintenace works .............................................................................................. 108 6.1.1.2. The periodical maintaining works ................................................................................. 108

6.1.2. Providing road water drainage............................................................................................. 108 6.1.3. Maintenance of road traffic safety facilities........................................................................ 108 6.1.4. Providing road traffic aesthetic appearance ....................................................................... 108 6.1.5. Bridges maintenace ............................................................................................................... 109 6.1.5.1. The present maintenance works of the bridges .......................................................... 109 6.1.5.1 Periodical maintenance works of the bridges............................................................... 109

6.2. Maintenace of roads in winter .................................................................................................... 109 6.2.1. Preparing of roads for the winter season............................................................................ 109 6.2.2. Supply of antiskidding materials ......................................................................................... 109 6.2.3. Manual and mechanical snow removal ............................................................................... 110

CHAPTER VII - CURRENT REPAIRS AND OVERHAULS .......................................................................... 111 7.1. Normal exploitation time according to current law (HG no. 2139/2004) ............................... 111 7.2. Standards for planning repair works at roads and road structures........................................ 114 7.3. Guidelines concerning overhauls of roads and ancillaries....................................................... 115 7.4. Planning and providing road overhauls ..................................................................................... 115 7.4.1. Documentation of overhauls ................................................................................................ 115 7.4.2. Providing overhauls (RK)....................................................................................................... 116 7.4.3. Surveillance of overhauls execution and verification ........................................................ 116 7.4.4. Acceptance of works ............................................................................................................. 116

CHAPTER VIII - CLOSING AND CASSATION............................................................................................ 117 CHAPTER IX - FINAL RECOMMENDATIONS............................................................................................ 118 CHAPTER X - ANNEXES ............................................................................................................................. 119 ANNEX No. 1............................................................................................................................................ 120 ANNEX No. 2............................................................................................................................................ 122 ANNEX No. 6............................................................................................................................................ 124 ANNEX No. 7............................................................................................................................................ 127 ANNEX No. 8............................................................................................................................................ 128 ANNEX No. 9............................................................................................................................................ 129

ANNEX No.10...........................................................................................................................................147 ANNEX No.11...........................................................................................................................................152 ANNEX No.12...........................................................................................................................................153 ANNEX No.13...........................................................................................................................................154 ANNEX No.14...........................................................................................................................................155 ANNEX No.15...........................................................................................................................................156 ANNEX No. 16.......................................................................................................................................... 156

ANNEX No.17...........................................................................................................................................158





CHAPTER I - GENERAL

Section 1 - Definitions, References, Classification 1.1. Definitions

This company standard sets out the general rules for the design, construction,

exploitation, maintenance, repair and acceptance of roads and platforms used for the exploitation works at the crude oil and gas production branches of the Trading Company OMV OMV PETROM S.A. The design and construction works of these roads will be carried out in conformity with the requirements, as per Law no. 10/1995 and other specific requirements of the constructions quality system, to provide and maintain on the entire service life the quality standards of resistance and stability, exploitation safety, fire safety, hygiene, people’s health, environment reconstruction and protection. This company standard refers to new and existing roads, which are subject to maintenance, systematization and upgrading. This standard is applicable to the design of roads supporting tyre-vehicles traffic. This standard provisions do not apply to public roads arranged for oil exploitation and other purposes (social, industrial, forestry, agriculture, travelling); the design of these roads will be based on, either current standards requirements, or the technical conditions determined from case to case, by mutual agreement with the interested entities. The requirements of the normatives below are also mandatory for the design, construction, maintenance and repair of oil field roads: - Labour protection norms of OMV OMV PETROM; labour protection departamental norms in the domain of road, water and air transportation; - General fire safety norms relevant for the design and execution of constructions and installations, fire safety departamental normatives that are currently applied by OMV OMV PETROM; - current standards documentation mentioned under 1.3.; - current technical requirements for roads, provided they do not contradict this company standard. Note: this Standard replaces EP FA replaces EP FA CS 01 ST.-COMPANZ OIL STANDARD REGARDING DESIGN, CONSTRUCTION, MAINTENANCE AND REPAIR OF OIL FIELD ROADS 1.2. General statement of principles

Oil field roads will be located in conformity with the local planning sketches, and will

be designed, to provide connections to the ancillaries, production, social and administrative buildings related to oil field activities. Local oil field roads will be designed, to meet the road transportation demands of all the oil field units located in the respective area and to provide the connection between the





oil field area and public roads. With this end in view, the concerned entities must be contacted, to mutually establish design requirements, relating to the design project theme. The oil field roads will be designed at the highest traffic intensity resulting from: - future technological traffic considered at final transport capacity of the crude oil and gas production branch of S.C. OMV PETROM SA.; - site traffic during construction works; - traffic resulting from other related local activities. The oil field roads will be located as far as possible, on weathered unproductive soil. Relief, ground morphology, hydrological and hydro-geological conditions, meteorological conditions, vegetation, local materials are relevant factors to be considered in establishing the route alignment and the road pavement system. They will be determined based on topographical surveys, geotechnical and hydrological studies, economic assessments and land inspections. Design phases (Order MFP/MLPTL no. 1013/873 of July 2001)

- Prefeasibility study - Feasibility study - Technical project and technical specifications for construction works - Detailed design (No prefeasibility study is required for overhauls, repair, consolidation and

dismantling of constructions and installations) 1.3. References - laws, orders, standards, normatives The requirements below are mandatory for the design, construction, and maintenance of

OMV PETROM SA oil field roads: - Law 10/1995, regarding quality requirements in constructions and application regulations of this law

- Law no. 82/1998 for the approval of the Governmental Order no. 43/1997 regarding the legal regime of roads

- Law no. 137/1995 regarding environmental protection - Labour protection Law no. 90/1996 - Governmental Order no. 273/1994 for the approval of the regulations related to the acceptance of the construction works and installations

- The Law for authorizing of construction works - Law of waters no. 107/1996 - Governmental Order 766/1997 for the approval of construction works quality regulations - MFP and MLPTL Order no. 1013/873/2001 regarding the tender offer procedures for public acquisition of services

- General labour protection norms. Regulations regarding labour protection and hygiene of construction works - NPGM/2002

- Fire prevention and fire fighting norms: fire fighting equipment - Standards, norms, normatives of Annex 9





Section 2 - Scope of application

1.4. Scope of application

“The company standard regarding design, construction, exploitation, maintenance and repair of oil field roads at crude oil and gas production branches of S.C. OMV PETROM S.A” is relevant for oil exploitation works. If the road is used for other activities, the interested entities will be contacted, to establish the design requirements, the design and exploitation project theme. 1.5. Classification in accordance with current legislation: construction categories of importance

According to Governmental Order no. 19/21.08.92, the following standard categories were currently prepared in Romania in 1992:

- Romanian standards - SR - Professional standards - Company standards

The Governmental Order no. 39 of 30.01.1998 brough ammendments and the annulment of the Governmental Order no. 19/21.08.92. According to this latest Order, „the Company standard” is no longer individualized as such and the term „Technical Regulations” has been issued.] Law 355 of 06.06.2002 passed the approval for the Governmental Order no. 39/1998 regarding the national Romanian standardization, where the term „Technical Regulations” defined in the respective Governmental Order is maintained. The „company standard” regarding design, construction, exploitation, maintenance and repair of oil field local roads is similar to the „Technical Regulations”, where technical requirements are stated, either directly, or by reference to other standard, technical specification, code of practice, as well as by assuming the entire content of the latter. 1.5.1. Construction categories of importance

The assessment of the oil field roads category of importance shall be performed in

accordance with the requirements, as per the „Regulations regarding the assessment of constructions category of importance” issued by INCERC (Constructions Bulletin no. 4/1996).





CHAPTER II - DESIGN OF OIL FIELD ROADS

Section 1 - Design statement 2.1. Statement of design principles

Oil field roads have been classified into several types of roads, such as: axial roads

(collector roads, main roads) and access roads leading to oil field works locations (oil wells, parks, compressors stations, etc.) and other locations (premises, social buildings). Axial roads or access roads are differently defined, in point of geometry and construction, depending on their economic relevance that is function of the exploitation period, the mean annual traffic and the design speed. The design speed, which is used to determine the geometry and construction features of the oil field roads, is determined function of the land morphology and the prospective mean annual traffic, and means the maximum speed attained by trucks without trailer on the most difficult road sectors, under total traffic safety conditions, good pavement and favourable weather conditions. The geometry recommended in this normative provides vehicle traffic speed from 10 to 50 km/hour. Under most difficult conditions, this geometry covers curves with minimum 10 m radius and up to 12% slope (considering idle travel without loading). The 10 m radius curves will be applied only exceptionally. The design speed values and the technical characteristics are not restrictive; highest design speed values and wide geometry elements must be adopted, provided the cost of the investment is not to be significantly increased. 2.2. Standard references

Standards relevant for the design of oil field roads:

- STAS 863-85 Road works. Geometry of route alignment. Design requirements

- STAS 2900-79 Road works. Road width - C 79-80 Normative for the design, construction and acceptance of

industrial roads - PD 67-80 Departamental normative regarding the design of forestry

roads for vehicle traffic - Order of Ministry of Transports no. 45/1998 Technical norms for the design and upgrading of roads - Order of Ministry of Transports no. 44/1998 Technical norms regarding environmental protection

against road effects 2.3. Traffic description Local oil field roads must accommodate permanent and long term access of vehicles, installations, cranes, trailers and other mobile equipment, such as snow ploughs, fire extinguishers and other emergency vehicles to all the oil field locations.





These vehicles are representative of the current traffic specific for public roads as well. For heavy duty convoys trafficking on the oil field roads and exceeding the normal width (over 2.50 m), over 5.00 m in height, with convoy length over 22 m (fig. 1, STAS 863-85), and axle loads higher than estimated design loads, special projects will be set up, subject to approval of OMV PETROM, the Police and the public roads Authorities (if these are to traffick on public roads also). For the purpose of road and bridge design, the designer together with the beneficiary (OMV PETROM) shall determine the prospective road traffic (for the period of construction works and 10 to 15 years service life), by vehicle categories (per day), axle loading etc.





Section 2 - Road route alignment 2.4. Design of earthworks (route alignment) 2.4.1. Statement of design principles

The land requirement boundaries that accommodate the route of oil field roads must

avoid as far as possible agriculture land, forests, etc. for the low potential land areas. It is recommended to select areas with adequate soil stratification and good exposure to sun and wind, which require small volume of bridge, protection and consolidation works. The route alignment shall be adapted to ground peculiarities, to reduce the volume of earthworks and road structures. River crossings will be designed under normal configuration, in the narrowest valley areas. Horizontal radii will be used that need no arrangements (conversions or superelevations), and the least gradient. Step slopes, as well as maximum and exceptional gradient slopes are to be avoided, if the funding is to stay unchanged. In all cases, the final solution must be based on the technical and economic assessment of different alternatives. 2.4.2. Standard references

- STAS 1243/88 Foundation ground. Classification and identification of soils - STAS 2914/84 Road works. Earthworks. General quality requirements - STAS 2916-87 Slope and ditch protection - STAS 1709/2 Freeze and thaw effect on road works. Prevention and remedy of

damages by freeze and thaw. Technical requirements - STAS 863-85 Geometry of route alignment 2.4.3. Safety distances to adjacent elements

From the closest margin of the carriageway and fixed adjacent elements, the following are minimum safety distances that must be applied:

- to fences and buildings……..5.25 m (shoulder 1.50 m + guardrail 0.75 m + ditch 1.50 m + side walk 1.50 m)

- to the railway axis…………...20 m (Emergency Governmental Order no. 12/7 July 1998 regarding the Romanian railway transport and reorganization of the Romanian Railways Society)

In curves, visibility must be provided by widening. In the case of cutting and embankment roads, the minimum distances shall be those mentioned under 2.4.4., for safety areas.





2.4.4. Road safety zone (as per Governmental Order 43/1997 published in Official

Bulletin of Romania, part I, no. 541/1.IX.2001)

The area of the oil field road contains: territory, safety zones and protection zones. The road territory means the land area occupied by the road construction elements: carriageway, shoulders, ditches, gutters, slopes, guard ditches, retaining walls and other road structures. The safety zones means the land areas located on both sides of the road territory, exclusively used for traffic signing, road green area, maintenance and exploitation related activities, for traffic safety and protection of landowners located in the road area. The safety areas also include the land areas used to provide visibility in curves and intersections, as well as the areas of the roadbed consolidation works. Outside localities, minimum limits of the road safety zones in current carriageway and in alignment are provided in Annex 1 of the Governmental Order no. 43/97, that is: The safety zones are located from the outer limit of the road territory up to:

- 1.50 m from the outer margin of ditches, for the roads located at ground level; - 2.00 m from the slope toe, for the roads in embankment; - 3.00 m from the top of the road slope in cutting, with height up to 5.00m inclusive; - 5.00 m from the top of the road slope in cuttings higher than 5.00 m.

Agriculture crops and forestry are not admitted in the safety areas. Protection zones means land areas located on both sides of the safety areas, necessary for future road protection and development. The protection land limits are between the exterior margins of the safety zones and the road zone margins. The distance from the road axis to the exterior margin of the oil field road zone, which is also current village road, is 18 m. The protection zones are left for administration to legal and individual entities that have right of their management and ownership, provided they do not cause prejudice to road or traffic safety by:

a) failure to provide adequate water discharge; b) constructions, fences and plantations, that may result in snow-drifting on road and affect road visibility;

c) works affecting road stability or changing ground and surface waters regime. Land owners in the vicinity of oil field roads must allow the installation on these areas of snow protection panels free of charge, provided these procedures do not affect agriculture works and crops in the area.





Section 3 - Horizontal route alignment 2.4.5. Horiyontal and vertical road geometry

2.4.5.1. Horizontal road geometry

Specific elements of horizontal road geometry have been considered: - aliniaments - curves, curves radius, respectively

The road geometry is to be set up, either directly, according to current regulations, or by calculation based on parameters indicated in these regulations. Prospective traffic intensity is of utmost relevance in establishing design, (reference) speed. Oil field roads design speed is 10 to 50 km/hour and it will be calculated for different road categories, depending on the local relief. The following relief specifications are relevant in this case:

- flat open country regions include: plains, plateaus, mountain depressions and major riverbeds;

- the hill regions include: hill areas and vally flanks with slopes up to 20…25g; - mountain regions include valleys with flank slopes over 25g, zones with irregular relief and river gorges.

The design speed shall be selected function of the road category and the local relief:

Design speed, function of relief, km/hour Road category plains hills mountains

- principal (axial, collector roads) 50 40 25

- secondary (access roads) 30 10-30 10-20

2.4.5.1.1. General. Definitions

Parameters for road geometry calculation:

Coefficient of transversal friction, f, between vehicle tyres and road paving, is from 0.05 to 0.15. Description of situations relevant for the friction force generated in curves:

f = 0.10 the curve is not perceived f = 0.15 the curve is perceived f = 0.20 the curve is perceived and the travellers have an unpleasant feeling of

insecurity For oil field roads, the maximum value f = 0.15 shall be adopted The comfort coefficient K has been approximated as the ratio between friction effect (f) and superelevation (superelevation rate) (i), to avoid the skidding effect in curves, according to the folloing ratio:





K = i

f

where K = 1.5…3

The lower K value is, the lesser the friction effect, as compared to superelevation effect, and better travel comfort is provided in traffic. For oil field roads, the maximum value, K = 3 is recommended. With respect to comfort conditions (f; K), oil field roads display poor travel conditions as compared to public roads and better travel conditions as compared to forestry roads:

Road category f K

Public roads (STAS 863-85) 0.05 - 0.13 1.3 - 2.35

Oil field roads 0.08 - 0.14 2.28 - 3.00

Forestry roads (PD 67-80) 0.10 - 0.18 2.93 - 3.20

The superelevation rate, i, (crossfall) is determined in alignment by the type of paving (2% for cement concrete, 2.5% for asphalt, 3% for hard core, etc.). Variation j of the normal acceleration (centrifugal force) in progressive connection arcs determines the length of the arcs. The value of j is from 0.5 to 1.0 m/s3. The comfort status is determined by the value of j, which practically varies from 0.5 to 0.7 m/s3. The lower the value of j is, the longer the length of arc connections and the better the comfort. It is recommended j = 0.7 m/s3 (as compared to j ≤ 0.5 on national roads). Progressive curves shall only be introduced between route alignments and arc curves, when the axial road must be arranged for speed values of minimum 25 km/hour, ground conditions permitting, no significant additional works being required and the oil field road being public road as well. The length of clothoids is calculated by using the following ratio:

L = Rj

V

××47

3

; (m)

where: V = speed, km/hour j = 0.3 to 0.7 m/s3 R = = radius of central arc (m) (47 = from the transformation v3 m/sec in V3 km/hour)

v3 = 473600

1000 333 V

V ≅

×

Resulting clothoid length values:

V, km/hour

50 40 30 25 20 15 10





L (m) 55* 45* 35* 20* 15 10 10 * As per STAS 863, clause 6 The displacement of the arc (∆R) to the center will be:

∆R = 5

6

3

42

506880268824 R

L

R

L

R

L +−

The calculation of road geometry also includes the following elements: • The horizontal visibility distance (at curves and intersections) and the longitudinal visibility distance (in hilly areas), which affect the vehicles traffic speed on roads

• The length of vehicles maximum 2.50m wide engaged in road traffic, which determines road widening in curves

• Horizontal connections on oil field roads will be provided as follows: • Axial (collector) roads, with central arcs and clothoids. In areas with irregular land, at designer recommentation, the beneficiary may approve that the connections are only provided by arcs • The access roads route alignment, with arc curves.

The oil field roads geometry function of the design speed is presented in the table below:





Geometry Design speed, km/hour

Item

Geometry elements 50 40 30 25 20 15 10

Comments

Radii of central arcs, m

minimum (superelevation rate 6%) 100 65 35 25 16 10 10 1

exceptional (superelevation rate 7%) 90 60 32 22 14 10 10

The arc radii from minimum radii (exceptional) to current radii, expressed in m, at the following superelvation rates expressed in superelevation %

6.0 100 65 35 25 16 10 10 5.5 106 68 38 27 17 10 10 5.0 114 73 41 28 18 10 10 4.5 123 79 44 31 20 11 10 4.0 135 86 49 34 22 12 10 3.5 150 96 54 38 24 14 10 3.0 171 110 62 43 27 15 10 2.5 201 129 72 50 32 18 10

2 a) arc and clothoides for V = 25…50 km/hour b) arc for V = 10…20 km/hour

2.0 246 157 89 62 39 22 10

(f < 0,14 and K ≤ 3;

K âi

f)

3 Current radii, m, (arc + conversion) 246…360

157…230

89….130

62….90

39….57

22….32

10….20

4 Recommended radii, m, (crest as in alignment) > 360 > 230 > 130 > 90 > 57 > 32 > 20

5 Arc connections





5A Minimum curves length (1.4 V) 70 56 42 35 28 21 14

5B Length of widening and converting lc2 (outside the circle), m

30

25

20

15

10

10

10

5C Length of widenings, conversions and superelevations lc3 (outside the circle), m

45

35

30

25

15

15

15

Design speed, km/hour Item


Comments

6 Arc and clothoid connections

6A Minimum length of clothoid arcs, with central arc, m, 551)

451)

351)

201)

15

10

10

1) As per STAS 863-85 clause 6

6B Minimum length of clothoid arcs, without central arcs, m

702)

602)

402)

352)

25

15

15

2) As per STAS 863-85 clause 7

6C Superelevation length, expressed in m, , without central arcs, Lc4, on clothoids

50

40

30

25

20

10

10

6D Superelevation and conversion length (outside clothoids) Lc2

30

25

20

15

10

10

10

Minimum visibility distances, m, for: - traffic safety in curves on two traffic lane roads

90

70

50

40

30

20

15

7

- safe overtaking 200 150 125 100 80 50 30





Vertical Intersection Points distance, m, minimum 60 50 50 50 40 30 20 8

exceptional 40 30 30 25 20 20 20

Alignment longitudinal gradient values, % maximum 7 7 8 8 8 8 8 9

exceptional 8 8 8.5 9 9 9 9

10 Maximum ramp, at idle travel, % 8 9 9 10 11 12 12

Skew slope, % maximum, % 8 8 8.5 9 9 9 9 exceptional 8 9 9 9 9 9 9 11

exceptional, at idle travel

9 9 9 10 11 12 12

Design speed, km/hour Item


Comments

12

Minimum longitudinal gradients, %, in intervals between successive curves of contrary directions with radii lesser than recommended (in areas with zero superelevation rate, inducing water swamping)

0.5…1.0

0.5…1.0

0.5…1.0

0.5…1.0

0.5…1.0

0.5…1.0

0.5…1.0

13 Maximum longitudinal gradients, %, in ground areas free of irregularities, at bridge ramps and passages

4.5

4.5

5.0

5.5

5.5

5.5

5.5

Minimum radii, m, of vertical curves for connecting successive gradients d1 and d2 at:

- concave connections (valleys) 1000 1000 500 300 150 80 80 17

- convexe connections (hills) 1300 1000 800 500 200 150 100





Road width in alignment for: - two traffic lane roads

• platform 8.0…9.0

8.0…9.0

8.0…9.0

8.0…9.0

7.00 7.00 7.00

• carriageway 6.0…7.0

6.0…7.0

6.0…7.0

6.0…7.0

5.50 5.50 5.50

• framing lanes 2x0.25

2x0.25

2x0.25

2x0.25

- - -

- one traffic lane roads

18

• platform - - 5.50 5.50 4.50 4.50 4.50

• carriageway - - 3.50 3.50 3.00 3.00 3.00

• framing lanes - - 2x0.25

2x0.25

- - -





Winding road

In areas with irregular relief and significant grade differences, where roads generally climb up and down steep flanks, winding route alignment shall be provided to avoid expensive works. This requires turning and changing of travel direction with angles of almost 400g (3600).

Characteristic winding road geometry:

Design speed km/h

Item Winding parameters 50 40 30 25

20; 15 and 10

1 Maximum travel speed on the main curve, km/hour

25 25 20 15 10

2 Minimum radius of the main curve, m 20 20 15 10 10

3 Maximum crossfall, % 6 6 6 6 6

4 Minimum radius of the auxiliary curve, m 100 70 60 50 35

5 Maximum gradient at axis of main curve %

- exceptional 3.5 -

3.5 4.0

4 5

4 5

4 5

6 Minimum length of alignments between reverse curves, m

45 35 30 25 15

7 Vertical Intersection Points distance, m

- minimum - exceptional

60 40

50 30

50 30

50 25

40 25

8 Visibility distances, m 40 40 30 20 15

A. Arrangement of arc curves

a) Isolated curves (Te – Ti > 3lc2) Conversion

Profile conversion will be provided on length lc2 in alignment up to tangent points, by bottom to top rotating around the road axis, of the semiprofile which on curve corresponds to curve exterior (up to p%). Shoulders outside curves shall be converted at the same slope p with that of the converted pavement Superelevation Conversion and superelevation on length lc3 shall be provided. Shoulders outside curves follow pavement slopes i. b) Arrangement of succesive curves (Te ÷ Ti < 3 lc2) Arc curves 1. Conversion

a) Successive curves of the same direction: conversion to be maintained on the interval between curves.

b) Reverse curves.





The converted profile of the first curve is to be rotated on road axis starting from the exit tangent, proportionally to the distance between curves, reaching the middle of this distance in horizontal position (zero superelevation rate), and the superelevation rate in the entry tangent of the second curve, in opposite direction.

2. Superelevation a) In the same direction Between curves of the same direction, the profile with the superelevation rate i1 of the

first curve maintains its direction, but it rotates on the road axis proportionally, until it reaches superelevation rate i2 of the second curve. b) In reverse directions Between arc curves of contrary directions, the profile with the superelevation rate i1 of

the first curve rotates proportionally on the road axis, changing direction until it reaches value i2 in the second curve, by means of horizontal profile (zero superelevation rate) that must be situated between the tangents of the two curves (distance between Te 1 and Ti 2 will be minim lc3).

B. Arcs and clothoids a. Isolated curves Widening and conversion will be provided on the length mentioned at point 6D (outside

the clothoids) and the superelevation will be provided on the length of the clothoid arc. These values remain constant on the length of the arc. b. Succesive curves The connection of converted elements, or superelevations will be done by the

connecting of the two heights, so that the slopes of the two margins of the carriageway should vary liniary on the entire connection length (lc2). In case that the oil field road will accommodate public traffic, the geometry will be

according to the requirements, as per STAS 863-85. The minimum distances that must be provided between two succesive curves, necessary

to introduce the horizontal connection and spatial arrangement are indicated in the tables below (A and B): A) Arc connections

Table A

Curve 1 Curve 2

Item

Modul de amenajare Direction Arrangement

Minimum length of alignments between entry and exit tangents

Te - Ti 0 1 2 3 4

1 Unarranged (negative superelevation rate ═ -p)

Irrelevant No

Arrangement Te1 ÷ Ti2 ═ 0


Irrelevant Conversion Te1 ÷ Ti2 ═ 0






Irrelevant Superelevation Te1 ÷ Ti2 ═ 0

Same direction Te1 ÷ Ti2 ═ 0 4 Conversion Reverse

direction Conversion

Te1 ÷ Ti2 ═ lc2 (5B)

Same direction Te1 ÷ Ti2 ═ 15 m 5 Conversion Reverse

direction Superelevation

Te1 ÷ Ti2 ═ lc3 (5C)

Same direction Te1 ÷ Ti2 ═ 15 m 6 Superelevation Reverse


Te1 ÷ Ti2 ═ lc3 (5C)

B. Connections by arc and clothoid Table B

Curve 1 Curve 2

Item

Arrangement Direction Arrangement

Minimum length of alignments between entry and exit tangents Te1, Oe1 and Ti2, Oi2

1 Unarranged (negative superelevation rate═-p)

Irrelevant No arrangement

Te1 ÷ Ti2 ═ 0


Irrelevant Conversion Te1 ÷ Ti2 ═ 0


Irrelevant Superelevated (clothoid)

Te1 ÷ Oi2 ═ 0

Same direction Te1 ÷ Ti2 ═ 0 4 Conversion Reverse

direction Conversion

Te1 ÷ Ti2 ═ lc2 (6D)

Same direction Te1 ÷ Oi2 ═ 15 m 5 Conversion Reverse

direction

Superelevation (clothoid) Te1 ÷ Oi2 ═ lc2 (6D)

Same direction Oe1 ÷ Oi2 ═ 0 6 Superelevation (i1) Reverse


Oe1 ÷ Oi2 ═ lc2 (6D)

Widening of carriageway and platform in curves To accommodate long vehicles traffic, the road carriageway in curves with smaller radius than 225 m shall be widened by width “e” per each traffic lane. Road platform shall be widened by the same width as the carriageway. The superelevation shall be provided inside the curve, but as an exception, in order to avoid heavy duty works, or demolishing, the widening may be provided individually, on each traffic lane, on the right side of the traffic direction.





The transition from the normal width of the carriageway in alignment to the widened curve width will be proportional on the length (lc2) indicated at clause 5B-6D for the road geometry, outside the tangent point on alignment, or on adjacent curve that requires no arrangement. The widening „e” (cm) of each traffic lane for vehicles, maximum 2.50 m in width, for oil field roads, are shown in the tables below:





A) Widening in curves with radius ≥ 20 m

Widening „e” of each traffic lane, cm, per curve radius “R”, m:

R, m 20 22 25 30 35 40 50 70 100 101 115

116 150

151 225

„e”, cm 200 185 160 135 115 100 80 60 40 35 30 25

B) Widening in curves with radius < 20 m, by category of vehicles

Widening „e” of each traffic lane, cm,

per curve radius, m:

R, m 10 15 18

Category of vehicles Without trailer

310

200

200

Single axle trailer, 6 m 325 225 200

„e”, cm

Single axle trailer 9 m 550 375 325

Note: Interpolated widenings will be rounded by adding to 5 cm.





2.4.5.1.2. Road width The cross section represents the intersection of the road corpus and the surface of the natural ground with a vertical plan, normal on the road axis. The cross sections contain elements of road infrastructure construction, such as: dimensions, slope levels, road platform width, carriageway, turning areas, characteristic features of road structures and water drainage devices etc. The road platform consists of the consolidated central part for traffic that is the carriageway, partially or totally consolidated shoulders (framing lanes), water discharge areas, guardrail areas etc. The width of the carriageway in alignment Width of component platform elements is to be determined function of the traffic intensity on the respective road. The width of current vehicles varies from 1.70 to 2.00 m for cars and 2.25 to 2.90 m for trucks and buses (generally 2.50 m). Usually, the minimum traffic lane width must be 3.00 m. In the case of intense traffic roads and high traffic speed (40-60 km/h) the required width is 3.50 m. Therefore, generally roads carriageway width is 6.00 m, while for roads with intense traffic 7.00 m. According to the specifications of the Order for the approval of technical norms regarding design, construction and upgrading of roads, issued by the Ministry of Transport, Constructions and Tourism (no. 45/27.01.98), the road width is:

Speed km/h

Road category Traffic intensity

Annual daily

average (for the

next 15 years)

Physical

vehicles / 24

hours

Technical

category

Number of

traffic lanes

Traffic lane

width (m)

plain

hill

mountain

Principal national roads Medium 3501-8000 III 2 3.50 80 50 40

Secondary national roads

Low 750-3500 IV 2 3.00 60 40 30

Medium 3501-8000 III 2 3.50 80 50 40 County roads

Low 750-3500 IV 2 3.00 60 40 30 Low 750-3500 IV 2 3.00 60 40 30

Village roads Very low sub 750 V 2 2.75 50 40 25

Local roads Very low sub 750 V 2 2.75 50 40 25

The oil field roads usually accommodate what is called “low traffic” (750-3500 physical vehicles in 24 hours); these are roads with two traffic lanes of minimum 6.00 m carriageway width and 8.00 m platform. When required (traffic, servicing and other social and economic objectives) the oil field road carriageway will be 7.00 m and the platform 9.00 m.





For short time access, one lane roads may be provided. These can be carried out on sections with minimum 150 m visibility and conditions for stop and leave (4-5% maximum gradient) in areas arranged for intersection. The intersection stations have 5.50 to 6.00 m wide carriageways (traffic lane included), 15 to 20 m minimum in length; they are to be designed considering necessary visibility, but not longer than 300 to 400 m (to be located generally on the right side, in idle travel direction).

The carriageway and platform width values (in alignment) are given below:

Design speed, km/hour

50 40 30 25 20 15 10 Traffic lane width of roads, m: - with one traffic lane - with two traffic lanes

- 3.50

- 3.00

3.50 3.00

3.50 3.00

3.00 2.75

3.00 2.75

3.00 2.75

Carriageway width of roads, m: - with one traffic lane - with two traffic lanes

- 7.00

- 6.00

3.50 6.00

3.50 6.00

3.00 5.50

3.00 5.50

3.00 5.50

Shoulder width, m: 1.00 1.00 1.00 1.00 0.75 0.75 0.75 Road platform width, m: - with one traffic lane - with two traffic lanes

- 9.00

- 8.00

5.50 8.00

5.50 8.00

4.50 7.00

4.50 7.00

4.50 7.00

The platform and the carriageway shall be provided by construction with:

- crest with two slopes in alignment and in curves with radii longer than recommended - slope in curves that need conversion or superelevation, in the case of one traffic lane roads and hill roads, where the gradient is provided towards the flank, to avoid vehicles sliding into valley.

Crest slopes may be: 1; 2; 3; 4; 5; 6%, depending on the carriageway paving and the spatial arrangement of curves (superelevation). 2.4.5.1.3. Clearance

The maximum clearance necessary for vehicle trafficking is equal to the width of the road platform (carriageway and shoulders STAS 2900-89) and the free height 5.00 m (Order of Transport Ministry no.. 45/27.01.98). 2.4.5.1.4. Intersections

Intersections of oil field roads shall be designed considering the traffic intensity and the type of future traffic on intersecting roads. At grade arrangements of intersections between oil field roads and public roads will be designed in conformity with the requirements, as per “Normative for at grade arrangement of public roads intersections outside localities”, indicative C 173-86.





The arrangement of intersections, as per C 173-86 will be subject to approval of relevant authorities, in accordance with the instructions elaborated by the Ministry of Transport, Constructions and Tourism, and the Ministry of Internal Affairs and Administration. The road intersections design consists in:

- determining intersection dimensions - providing visibility - determining location and dimensions of pedestrian crossings - placing the traffic signs - providing water drainage

Connection of carriageway shall be provided by arcs with minimum radius of 8-12 m (at kerb). The minimum radius shall only be used in difficult cases, providing the traffic lane width, including the respective superelevation. Intersections at grade with railways will be designed in areas with adequate road and railway visibility, with arrangement and signing, as per SR 1244-1:1996; SR 1244-2:2004 and STAS 1244-3-90. In the area of the grade passage, it is recommended that the railway route alignment should be in alignment. The intersection angle of the oil field road axis with the railway axis shall be if practically possible 900, with the minimum allowable crossing angle of 450, and 300 in exceptional cases. Before and after the grade crossing, it is recommended that the road should be in alignment on a minimum distance of 20 m. The design of the intersection at grade with the railway shall be provided by specialist companies, with the related documentation being approved by the railway authorities. Signing of grade crossings shall be carried out according to the requirements, as per SR 1244-2:2004 şi STAS 1244/3-90 and SR 1848-1:2004. Intersections of oil roads with the railways or other public roads will be provided at grade difference, based on a Feasibility Study that shows the efficiency of the grade difference, subject to approval of S.C. OMV PETROM S.A. and the railway and road authorities. 2.4.5.1.5. Undercrossing and overcrossing

2.4.5.1.5.1. Undercrossing The route of aerial lines and underground services (water, thermal power supply, sewage, gas supply etc.) shall pass under the road, as much as possible at right angles, while providing necessary relocation of utilities, in conformity with the design prescriptions of the respective installations. 2.4.5.1.5.2. Overcrossing The minimum clearance must be provided of 5.00 m over the carriageway, shoulders and ditches of oil field roads. This clearance shall be observed in the case of all aerial lines, passages and bridges crossing the road.





At oil field roads crossing by the aerial and telecommunication installations, the following free height shall be provided, from the lowest point of the electrical line to the highest point of the carriageway:

- 6.00 m for the telecommunications and low voltage electrical lines (below 0.4 kV); (PE 106/1995 - 7.00 m for county roads)

- 7.00 m for the electrical lines up to 110 kV inclusive; - 8.00 m for the electrical lines of 220 kV; - 9.00 m for the electrical lines of 400 kV.

At crossings and in the vicinity of aerial lines, security and protection measures shall be provided on oil field roads, according to the requirements, as per “Normative for the construction of power supply aerial lines over 1000 V” - NTE 003/04/00 (For voltage below 0.4 kV: Normative PE 106/1995). 2.4.5.1.6. Guardrails

To increase traffic safety on roads, guardrails shall be mounted in hazard areas.

Guardrails are usually mounted outside the platform width. In special cases, to reduce the cost of works, the guardrails can be mounted in the shoulder area (Order of the Ministry of Transport, Constructions and Tourism, no. 45/1998). Guardrails will be placed according to the requirements, as per STAS 1948/1-91 on roads and STAS 1948/2-1995 on ramps and bridges. The requirements of standard 1948/1-91 (clause 1.2.1.) are also applicable for local roads that are, either covered already, or shall be covered with asphalt pavement, cement concrete, or paving (clause 1.2.1.). It is recommended that guardrails be mounted on oil field roads, irrespective of the road pavement system, in dangerous areas. Reference should be made to the Decision no 307 of 2005 issued by the General Manager of the Romanian National Company of Motorways and National Roads for the approval of the „Catalogue of traffic safety protection systems for roads and motorways” with two years applicability, AND 591, published in B.T.R. no. 4-5/2005. The oil field roads belong to the technical classes III to V, function of traffic intensity (Order of the Ministry of Transport no. 46/1998). When practically applying the respective requirements, the recommendation should be observed that semiheavy guardrails must be provided instead of light ones and heavy guardrails instead of semiheavy ones, when the vehicles with service load over 50 kN represent at least 15% of the prospective traffic.





Section 4 - Vertical route alignment 2.4.5.2. Vertical road geometry

The longitudinal profile is the projection spread out on the vertical plan, of the intersection between the surface area generated by the vertical lines of the road axis with the natural ground area and the platform area. The projection of the intersection with the ground area is an irregular line and it is called the ground line, or the black line. The projection of the intersection with the platform area has been termed the project line or the red line. 2.4.5.2.1. General. Definitions

Definitions

The horizontal sectors of the red line are termed level sections and inclined sectors are called gradients. Two types of gradients have been considered, that is: ramps, when the levels of different successive points in current travel direction are increasing values (ascending road) and slopes when the levels are decreasing (descending road). The placement of the red line is one of the most important design issues and its adequate solving involves a complex procedure. The design of the red line must provide in particular vehicle traffic safety, comfort and economy of road construction and exploitation. For normal traffic conditions, the normative requirements show a series of minimal requiements regarding the principal geometry of the red line, such as: maximum gradient, minimum length of the Vertical Inatersection Points distance, minimum radii of vertical connection curves etc. 2.4.5.2.2. Maximum ramp

a) In alignment

Speed, km/hour Road category

50 40 30 25 20 15 10

1. Public roads, STAS 863-85 - longitudinal gradient %

maximum 7 7 7.5 8.0 - - -

exceptional - 8 8.5 9.0 - - - 2. Oil field exploitation roads - longitudinal gradient %

maximum 7 7 8 8 8 8 8 exceptional 8 8 8.5 9 9 9 9

exceptional, at idle travel 8 9 9.5 10 11 12 12





- skew slope % maximum 8 8 8.5 9 9 9 9

exceptional 8 9 9 9 9 9 9

exceptional, at idle travel 9 9 9 10 11 12 12 The skew slope (po) results from the composition of the red line gradient (d) with the crossfall in curves with single slope cross section (i), and has the direction of the steepest slope line. It must be calculated by using the following ratio:

22 dipo +=

For safety reasons, to secure the vehicles against the risk of skidding in the direction of the steepest slope line, the skew slope should not exceed the maximum allowable slope. The maximum or exceptional gradient values can only be used on difficult sections (to avoid demolishing, very expensive works etc.), subject to OMV PETROM approval and on least sectors as much as possible. These areas shall be provided with facilities for permanent surveillance, signing and maintenance (mud, frost and snow cleaning, spreading of anti-skidding materials).

b) In curves, the gradients must be reduced as follows:

Curves radius, m 50 49…40 39…30 29…20 19…10

Reduction of maximum and exceptional longitudinal gradients, %

1.0 1.5 2.0 2.5 3.0

and the allowable skew slope must not be exceeded

c) Extended ramps On road sections with extended ramps, the weighted mean of which exceeds, or is equal to 5%, after each 75 to 90 m grade difference, resting stages will be inserted minimum 100 m in length (measured between tangent points of vertical connections), where the gradients must not exceed 2%, or lateral resting platforms located approximately perpendicularly on the road (lateral roads), where the defect vehicles could stop for repair, or return. 2.4.5.2.3. Maximum crossfall

The carriageway crossfall depends on the type of pavement and is in alignment 2 to 4% (2% cement concrete SR 183-1:1995; 2.5% asphalt SR 174-1:2002; 3% macadam STAS 1120:1995; hard-core road with ballast or crushed stone 3-4%, AND 582-2002 - “Stone paving of earth roads”). To avoid skidding in curves with smaller radius than recommended, the profile will be converted from crest (dome) shape to single slope eaves directed towards the interior of the curve, with the crossfall equal to the alignment slope. In the case of curves with smaller radii, (between minimum-exceptional and current radii) carriageway superelevation shall be provided by using a steeper crossfall.





The maximum allowed superelevation is 7% in the case of car traffic and 6% in the case of combined traffic, or in areas with frequent glaze formation. Oil field roads will have the maximum crossfall of 6%.. The maximum crossfall will be used, considering also longitudinal profile gradients, to that the skew slope should not be steeper than recommended. It is recommended that on sections with bridges, passages, and viaducts, the maximum crossfall shall not exceed 5%.. 2.4.5.2.4. Minimum vertical connecting radius

Minimum vertical connecting radii of slopes are shown in the table below:

Design speed, km/hour

50 40 30 25 20 15 10

Minimum radii of vertical connections, m: - convex (humps)

1300

1000

(800) 700

(500) 300

200

150

100

- concave (valley) 700 (1000)

400 (1000)

300 (500)

200 (300)

150

80

80

Radii of vertical connecting curves at slope changes in longitudinal profile at oil field roads will be selected to obtain curve lengths of at least 1.4 V (m) but not less than 20m (V = speed in km/hour) and bisector 5 cm minimum. If the oil field road will accommodate public traffic as well, V ≥ 25 km/hour, connections will be provided at the minimum radii given in brackets. It shall be checked that the recommended connecting radius provides the minimum guard to ground of prospective loaded vehicles on the entire connecting curve length. The geometry of vertical connections shall be determined by applying the following ratios:

T ═ 200

mR (tangent, m)

B ═ R

T

2

2

(bisector, m)

Y ═ R

X

2

2

(the y-coordinate of a point located at x m from the tangent point)

m = sum (in the case of reverse gradients), or deduction of two successive gradients, % (when gradients are the same direction)

R = radius, m 2.4.5.2.5. Cutting slopes

The slopes gradient in maxim 12.00m deep cuttings are shown in Table 5 of STAS 2914-84 function of the existing cutting materials:





Cutting materials Slope gradient

Clayey soil, clayey sands or silty clay 1.0 : 1.5

Loam 1.0:1.0....1.0:0.5

Macropore land (loess and loessoid earth) 1.0 : 0.1

Weathering stony rocks function of the weathering degree and cutting depth

1.0:1.5....1.0:1.0

Unweatherable stony rocks 1.0:1.5....1.0:1.0

Stony rocks (unweatherable) with good stability from 1.0:0.1 until vertical

position In cuttings steeper than 12.00 m, or locted in hidrologically unfavourable conditions (wet areas, infiltrations, swamp zones), the slope gradient shall be established by stability calculations, irrespective of depth. 2.4.5.2.6. Embankment slopes

Embankment slope gradient located on subgrade with adequate bearing capacity will be 1:1.5 up to maximum vertical height indicated in table 3 of STAS-ul 2914-84:

Embankment materials Maximum height, m

Silty clay or sandy clay 6

Clayey sand or clayey silt 7

Sand 8

Gravel or ballast 10

In embankments over 10.00 m, not higher than 12.00 m, the slope gradient will be 1:2 to the toe of embankment. In embankments over 12.00 m and in embankments located on subgrade consisting of fine and very fine particles, the slope gradient will be determined based on a stability calculation, with a stability coefficient of 1.3 to 1.5. Embankment slopes that are located on low bearing capacity and sloping subgrade will be designed in accordance with the recommendations stated in table 4 of STAS 2914-84 and the recommendations provided in the geotechnical study regarding the stability calculation.





Section 5 - Road superstructure 2.5. Superstructure design

Road pavement (pavement systems): - Flexible pavement: a) Crushed stone and ballast b) Asphalt, crushed stone and ballast

- Semirigid pavement: a) Stabilized layers, crushed stone and ballast b) Asphalt, stabilized layers, crushed stone and ballast

- Rigid pavement: • Cement concrete, stabilized layer, (crushed stone) and ballast

2.5.1. Design statement Dimensioning methods of flexible and semirigid pavement systems are based on the following principles:

- reduction of the fatigue damage of asphalt structures and aggregate layers stabilized with hydraulic and puzzolanic binders;

- reduction of the permanent deformation of the road pavement support (roadbed). Rigid pavements will be dimensioned in accordance with the technical class of the road (Order of Ministry of Transport, Construction and Tourism no. 46 of 27 January 1998 for public roads); it is recommended to consider the technical methods that can limit the fatigue damage of the cement concrete layer, and ensure that the slab effort (σi) does not exceed the allowable concrete bending tensile stress (σadm)

σi ≤ σadm

2.5.2. Standard references

For the flexible and semirigid pavements, the following normatives are used: „Normative for dimensioning flexible and semirigid pavements (analythical method)”, indicative PD 177-2001 for new pavement, „Normative for dimensioning reinforcement asphalt paving of flexible and semirigid pavement (analythical method)” indicative AND 550-99 for the reinforcement of the existing flexible and semirigid pavement systems. 2.5.2.1. Criteria of flexible road pavement determination:

• The specific vertical deformation by compression at road bed level (εz) must not exceed the allowable specific deformation (εz adm);

• The specific tensile strain at the base of asphalt layers (εr) must be smaller than the allowable specific tensile strain (εz adm).





Semirigid pavement determination: - The same requirements as for flexible pavement, plus: - Tensile stress (σr) at the base of the treated natural aggregate layers with hydraulic and puzzolanic binders must not exceed the allowable tensile stress (σr adm)

Elements εz, εz şi σr result by the application of computing programme CALDEROM 2000”. Allowable calculation traffic is expressed in „millions of 115 kN standard axles (m.o.s.). 2.5.2.2. Criteria of rigid road pavement determination:

Rigid pavements are dimensioned as per the „Normative for rigid pavement dimensioning” - indicative NP 081-02. Oil field exploitation roads are similar with public roads of technical class III to V, for medium, low and very low traffic (Order of Ministry of Transport no. 46 of 27 January 1998). Calculation hypotheses:

- Roads of technical class III and IV (hypothesis 2)

σi(2) ═ σt + 0.8 x 0.65 σtΔt ≤ σadm

- Roads of technical class V (hypothesis 3)

σi(3) ═ σt ≤ σadm

for σi(2), σi(3),, refer to the drawings in annex to NP 081-02

Allowable concrete bending tensile stress (σadm) is:

( )NcR Kincadm log70,0 γασ −×= `n MPa

(Refer to NP 081-02 for the definition of ratio terms)

2.5.2.3. Verification of pavement behaviour at freeze and thaw

Any road pavement resulting by dimensioning calculation, function of traffic intensity effects, shall be verified under repeated freezing, according to the requirements, as per STAS 1709/1-90. It is considered that a road pavement is resistant to freeze and thaw, if the protection degree at penetration of freezing into the pavement system K is minimum that of table 4, STAS 1709/2-90, depending on climate, road pavement system, soil category and sensitivity to freeze and thaw. Otherwise, it is required to take steps for the prevention of freeze and thaw damages. If design procedures are insufficient to protect the road pavement against freeze and thaw, the following additional measures will be taken: traffic restrictions for heavy duty vehicles (5 t total weight), instatement of the „freeze barrier” during critical periods (heavy duty vehicles will not be allowed to travel during thaw periods, traffic interdiction signs will be installed and their observing by drivers monitored) - (AND 582/2002).





2.5.3. Pavement design function of exploitation, construction cost and paving maintenance requirements

Pavement systems that are recommended for oil field roads: a) Earth roads

- pavement systems of soil and stabilized soil with granular materials or chemical substances

b) Hard core roads - pavements of simple hard cores provided in one or two layers (SR 662-02; SR 667-01; STAS 6400-84) - pavements with macadam paving

c) Roads with asphalt wearing courses - pavements with protected macadam - asphalt macadam - pavements with permanent asphalt, or cement concrete wearing courses

Road pavements of earth and improved earth are only used for seasonal exploitation, and low intensity traffic. Earth pavements are obtained by profiling and compacting road platform ground. Pavements of improved earth are carried out by adding, either local materials to the platform soil, such as: ballast, sand, quarry waste, slag etc., to obtain mechanical stabilization (STAS 8840-83) or binders (STAS 10473/1-87) (to improve physical, chemical and mechanical properties), and chemical substances, resulting chemical stabilization. The proportion of admixtures necessary to obtain a mixture as stable as possible at humidity and mechanical strain will be determined by laboratory testing and based on the specifications of the chemical products suppliers. The simple hard core layers consist of several layers of stone material (ballast or crushed stone, according to the requirements, as per STAS 6400-84, SR 662:2002, SR 667:2001) carried out in one or several stages. The simple hard core single layers are applied on local roads on seasonal terms. The simple hard core in two layers are provided on local roads all the year round. Road pavements with macadam paving (SR 179:1995) provide road operating conditions all the year round. The macadam foundation can be of coarse crushed stone, or ballast. Macadam protection shall be achieved by simple or double surface treatment (SR 599:2004) or asphalt overlays. Macadam asphalt can be, either penetrated, or semi penetrated macadam (SR 1120-1995). The pavements with permanent wearing course are used in the case of medium to intense traffic, as well as when the oil field road must also be prepared to accommodate other activities. Permanent pavings include asphalt pavement (SR 174-1/2002, SR 7970:2001) with 7 to 15 years of service life and cement concrete pavement (SR 183-1:1995) with 20 to 30 years of service life. The type of pavement shall be selected based on the feasibility study, where investment and maintenance expenses are considered for the road pavement (for the following 20 to 30 years).





Section 6 - Water discharge 2.6. Collecting and discharging rain water

2.6.1. Design statement

Road water collection and discharge works aim at avoiding: - road corpus damage; - depreciation of subgrade bearing capacity; - damage of riparian land by water staying, streaming, swamping, delayed discharge, etc.

2.6.2. Normative references

Design of road water collection and discharge works will observe the requirements,

as per the following standards: - STAS 10796/1-77. Ancillary construction works of water collection and discharge. General design statement.

- STAS 10796/2-79. Ancillary construction works of water collection and discharge. Gutters, ditches and downchutes. General design and construction specifications.

- STAS 10796/3-88. Water collection works. Dewatering drains. Design and location requirements.

- STAS 2914-84. Earthworks. General technical quality requirements (Chp. 5. Water discharge ditches and gutters).

- STAS 4273-83. Hydrotechnical constructions. Categories of construction works importance.

- STAS 9470-73. Maximum rainfall frequancy. - STAS 2916-87. Slope and ditch protection.

2.6.3. Adjacent ditches to road

Road water collection and discharge will be provided by gutters, ditches and downchutes. Several such works are mentioned below (STAS 10796/2-79):

- Gutters at the edge of platform; - Shoulder gutter with paved section, or paved and traffickable section - Ditches at the edge of platform with:

o Unprotected section; o Protected section (revetment)

- Downchutes for discharge of shoulder gutter for embankments over 1.50 m. Design of gutters, ditches and downchutes will be provided in conformity with the requirements, as per STAS 10796/2-79, considering the rainwater outflow capacity, the ground morphology and the geometry of these works. To determine the rainwater flows, calculations will be provided, as per STAS 1846-90 and STAS 9470-73. These will be correlated with STAS 4068/1-82 and STAS 4068/2-87 as well as with the dewatering systems, irrigation and other existing hydrotechnical systems, or to be provided in the vicinity of roads.





Ditch dimensions and shapes (deltoid, V-shaped etc.) are to be established from case to case, function of relief, water flow and velocity, ground morphology, construction technology, traffic conditions, to avoid accidents, in conformity with the requirements, as per STAS 10.796/2-79. The longitudinal slope of ditches will be minimum 0.25% on natural ground and 0.1% at revetment ditches (STAS 2914-84). Protection of ditches and gutters is mandatory when their slope exceeds the maximum allowable slope to avoid soil erosion (STAS 2916-87). The maximum allowable slopes of revetment ditches and gutters are indicated in STAS 2916-87. 2.6.4. Guard ditches (STAS 10796/2-79)

When the rainwater flow resulting from adjacent land areas of the road (cutting slopes, depressions etc.) exceeds the capacity of current discharge devices, or endangers road slopes, guard ditches will be provided. Guard ditches at roads located in combined profile, or cutting will be located at minimum 5.00 m from the cutting slope edge. When guard ditches also protect the embankment toe against waters flowing in transverse direction, the distance to the former will be 1.5 to 2.00 m. The land strip between the embankment toe and the ditch will be provided with 2% slope to the ditch. Generally, the guard ditches will be lined up with revetment, or paved (STAS 2914-84). 2.6.5. Other rain water collection and discharge devices

Water collection and discharge from the road foundation will be provided (as per

STAS 10.796/1-77) by: - shoulder transverse drains; - interception transverse drains; cutting drains under shoulders or gutters; - continuous drainage layers. When current discharge of rainwaters cannot be provided by ditches or sewage,

drainage by absorbing wells is recommended, on condition that: - there is a permeable layer at a convenient depth, to undertake the amount of collected rainwater and naturally outflow them;

- the maximum hydrological level of ground waters permits this outflow; - there are no contamination risks of the phreatic acqueferous layer (STAS 10.796/1-77).

The discharge of ditches into emissaries will only be provided after water filtering in settling lagoons: solid parts decanters, oil separators, etc.





Section 7 - Art Works 2.7. Design art works and ancillary works

The art works consist of:

- protection works of banks and slopes - consolidation works (supports drains etc.) - works of bridges and culverts

2.7.1. Design principles (A, B, C)

2.7.1.A. River bank protection works

The classification of the protection works is based on several crtiteria, as follows:

a) depending on the face type The solution of the bank protections have to be determined considering the work height and the distance between the road and the water bank so that the discharge opening should not decrease. Considering all the above mentioned, there can be acheived a tilting, vertical and/or mixed face; - The protections with tilting face (sloped) have to protect the bank slope against erosions and they are covered with vegetation and works of stone, concrete, bituminous mixtures and geosynthetic materials. - The protections with vertical face are also purposed tu support the slope/ bank and the following types can be noticed: gravity retaining walls, cribs of reinforced concrete elements filled with stones, reinforced earth, walls of reinforced concrete elements with/ with out anchorages being inserted into the ground by tamping, vibrating or drilling. - The protections with mixed face are applied in case the work height is great and the distance between the road and the water bank is relatively narrow. b) depending on the structural characteristics of the foundation ground In accordance with the manner by which they work with the foundation ground on site, the bank protection works can be of rigid and/ or elastic type. - The rigid structures are applied to the foundation grounds with good geotechnical characteristics and they are made up of monolith concrete, stone masonry and monolith concrete prefab boxes. - The elastic structures are used when the ground has low geotechnical characteritics that infer certain risks generating settlements; they are made of: gabions, riprap, non-monolith prefab elements and geosynthetic elements. In accordance with the water circulation on the slope, there can be also distinguished impervous works where a reverse filter will be performed under the lining in order to avoid the small-sized particles from being entrained, and respectively the impervious works that are applied/ used to avoid the water losses though exfiltrations. c) depending on the position against the water variable level where the following zones can be found: - zone 1 - under the level corresponding to the average discharge where the current action has a high frequency and is accompanied by the ice action;





- zone 2 - located between the level corresponding to the average level and that of the guard design level; - zone 3 - existing over the level corresponding to the guard design discharge up to that one appurtenant to the maximum discharge. The guard height is takem in relation to the hydrological characteristics of the water stream and the importance class of the structure/road. 2.7.1.B. Reinforcement works

The supporting and consolidation works are efficiently designed in accordance with the geotechnical properties of the ground where they follow to be bulit on. The retaining walls are used to support the cut and fill of the road. The drilled piles and the grouted mini-piles are used to support the road fill and to improve the physical and mechanical characteritics of the ground in case of groutings with a grouting fluid. The gabions are used to support the road fills and to protect them in case there is a water stream at the fill toe. Also the gabions are used to support the cutting slopes with running cutting and to keep it behind them. The drains are works meant to drain the water from the ground and to evacuate it in the outside sector of the road on the existing valleys or water streams. The purpose of the water collection from the ground and its re-evacuation is to improve the physical and mechanical characteristics of the ground where the road is located. 2.7.1.C. Bridges

The bridges, passage ways, viaducts and retaining walls are resistance structures

considered as “art works”. The bridges, passage ways and viaducts are structures that support the communication ways when passing over obstacles and leaving a space to provide the continuity of the crossed-over obstacle. (STAS 5626/1992) The concept of the resistance structures as well as that of the art works has to meet the several general principles coming from experience, such as: - functionality; - resistance capacity; - economic efficiency; - aesthetic aspect. From the perspective of these principles, the bridge (passage way, viaduct) will have to meet the purpose it is meant for, that is to provide the free traffic of vehicles when passing over the obstacle. This calls for providing the free traffic spaces to pass over and under the bridge, providing the structure stiffness within the limits of the allowed deformations, providing the optimum conditions of operation and maintenance. Depending on the location conditions (length and height of the obstacle, geotechnical foundation conditions etc.), the economic efficiency of the work is achieved by setting the appropriate length and adopting the economic bridge span.





2.7.2. Normative references In order to protect the art works, besides the general norms and standards, the following

specialty norms shall be met, such as: - The department norm related to the deign of protection works for roads, railways and bridges against the action of flowing waters and lakes. NP 067-02.

- The design guide of the slope protection and consolidation works at canals and dikes. GE 027-1997.

- The technical instructions related to the design, execution, examination and maintenance of drains for the public roads - AND 513-2002

- The use guide of the controlled horizontal drilling for the drainage and consolidation of the landslides, the installation of filters for depolluting the contaminated zones and laying of pipes, underground cables of any nature (GEOTEC) - GE 037-2000

- The technical instructions for the design, execution and accepatance of the short piles by vibration - C 252-94

- The department technical handbook for the formation and calculation of the structures of roadway bridges and culverts with monolith and prefab superstructures - indicative PD 165-2000

- The norm for the execution and acceptance of the foundations on open and compressed air caissons - indicative CD 22/66

- The drilled piles of large diameter - STAS 2561/4-90 - The technical instruction for the protection and execution of bars - P 106/85 The document text includes other norms, as well.





Section 8 - Bridges 2.7.3. Bridges and culverts

2.7.3.1. Bridges

When designing bridges, all the principles mentioned in section 2.7.C.1 shall be simultaneously observed as much as possible and the choice of a certain bridge solution (pass or viaduct) must result only after drawing up a techno-economical documentation in which several solutions are to be analyzed comparatively. 2.7.3.1.1. Bridge terminology

The bridge is a construction that supports a carriageway over an obstacle leaving a space in order to ensure the continuity of the obstacle crossed.

The main elements of a bridge are: - the substructure - the superstructure

The substructure is that part of the construction that supports the superstructure and transmits the loads to the foundation terrain. The superstructure is that part of the construction on which the rolling track of vehicles is placed on and which supports the loading trasmitted by these. The superstructure is the main element of the resistance structure and assures the continuity of the way above the obstacle.

The elements of the superstructure are: The rolling track having the purpose of creating a continuous surface for the traffic of

vehicles and pedestrians. The way is composed of carriageway and sidewalks. The flooring is the construction element that supports the way and transmitts the

loads to the main resistance structure. In case of reinforced concrete bridges, the flooring is made up of slab and cross beams or only of slab.

The main resistance element supports the flooring and transmits directly or through the bearing, the loads to the substructure.

In case of masive bridges, the main strength element may be: - slab; - beam; - frame; - arch; - vault

2.7.3.1.2. Classification of bridges

a) According to the nature of the obstacle crossed: - bridge - it crosses a water course - viaduct - bridge that replaces a backfill





- pass - bridge that crosses a transport way - overpass - highway bridge that crosses a railway - underpass - railway bridge that crosses a road b) According to the span: - culvert - bridge having the span less than 5 m - small bridge - bridge with the maximum span ≤ 20 m - middle bridge - bridge on which the largest span is of 21...50 m - large bridge - bridge on which the largest span is of 51... 100 m - very large bridge - bridge having at least a span of over 100 m c) Depending on the material of which the superstructure is made: - metallic bridge - masonry bridge (brick or stone) - concrete bridge - reinforced concrete bridge - prestressed concrete bridge - bridge with mixed superstructure (metal-reinforced concrete or metal-prestressed concrete)

Bridges made of masonry, concrete, reinforced concrete or prestressed concrete are called massive bridges because are characterized by own important weight.. d) Depending on the static scheme of the resistance structure, massive bridges may be:

- slabs or simply propped beams - slabs or beams with cantilevers - slabs with continuous beams - frames - arches - walls or washers - arches or vaults e) Depending on the method of construction, bridges of reinforced or prestressed concrete may be:

- monolith - with poured elements - with precast elements

2.7.3.1.3. Determination of bridge length and height

The main criteria of determination of bridge length and height is represented by the

hydraulic conditions of discharging the water under the bridge. The total clearance of the bridge (C) i.e. the distance measured horizontally between the faces of abutments is the element that is dimensioned by hydraulic calculation. The calculation of the length of bridges and culverts is done according to the prescriptions from ”Normative regarding the hydraulic design of bridges and culverts”, indicative PD 95-2001. The category and importance class of a bridge are set in conformance with the provisions STAS 4273-83.





Depending on the importance class, the annual probability of exceeding the maximum flows in normal conditions of exploitation on the basis of which the calculation flow is determined. Depending on the value of the calculation flow and the characteristics of the water course riverbed, all main elements of the bridge are being calculated: length, number of spans,maximum water level, general and local underminings, protection and direction works. The height of free passing under the bridge determines the positioning of the bridge in vertical plane and on its basis and of the construction height, levels of the way on the bridge is calculated. By free passing height it is understood the distancde between the level of water at calculation flow and minimum level of the bridge superstructure intrados. The length ofpasses and viaducts

The length of passes and viaducts is determined due to technical (crossing obstacles, roads, railways) and economical reasons. The optimum length is determined by comparing the techno-economical indexes between the viaduct solution and the ramps solution. The width of bridges, passes and viaducts

The width of a bridge is the distance between the interior sides of parapets at the level of the balustrade. In cross section, the width of bridges is established depending on the case and on the width of the carriageway, according to article 3.8 and anned 2 from „Technical norms regarding the design, construction and modernization of roads” approved by order 45/1998 of The Ministry of Transports.

e) on roads of the technical class V, with a single traffic lane

d) on roads of the technical class V with 2 traffic lanes

c) on roads of the technical class III & IV

T

5.00

7.00 T

T 7.80 T

Image. 2.7.3.1.1.





The width of bridges, passes and viaducts according to annex no.2 at ”Technical norms regarding teh design, construction and modernization of roads”

In case of bridges situated in curve, when determining the width of the carriageway, overwidening shall be taken into account according to STAS 863-85 that is added to the height established for straightway bridges. 2.7.3.1.4. Free spaces on and under the bridge

a) Bridges The length of the bridge and the “underside” or “so fit” level of superstructure shall be established by a hydrological design in accordance with the departamental norms M.T., POD 95-2002/BTR 01/2002 “norms for the hydrological design of bridges and platforms”. 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) Overpasses The height of platform and the size of the spans shall be fixed observing the minimum overall dimensions necessary for the crossing of railways (STAS 4392/84) or motorway (STAS 2924/91). c) Loading gauge for bridges and overpasses The height of the platform, the width of the carriageway, of the bicycle path and of the sidewalks was set according to the STAS 2924/91 provisions and depending on the technical class of the road. 2.7.3.1.5. Loading

The structural design of bridges has taken into account all the possible loads that can be solicited by observing the following standards: - STAS 10101/1-78 “Actions in constructions. Technical weight and permanent loads” - STAS 10101/OB-87 “Actions in constructions. Classification and grouping of actions for

railway and road bridges” - STAS 1545/89 “Road and highway bridges. Foot bridges. Actions” - STAS 3221/86 “Highway bridges. Type trains charging classes” 2.7.3.1.6. Calculation and dimensioning

The structural design was performed by taking into 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 superstructures in accordance with STAS 1844/75 “Metallic road bridges. Design prescriptions” and SR 1911/98 “Metallic railway bridges. Design prescriptions”. - the limit design procedure applicable to concrete applicable to concrete, reinforced concrete and prestressed concrete substructures and superstructures according to STAS 10111/1/77 “Railway and road bridges. Masonry, concrete and reinforced concrete substructures. Design prescriptions” and STAS 10111/2-87 “Railway and road bridges. Concrete, reinforced concrete and prestressed concrete superstructures. Design prescriptions”.





2.7.1.7. Types of bridges

Slabbed bridges Domains of use

Generally, slabbed bridges are made as simply propped structures (Image 2.7.3.1.2.). The construction height is comprised between (1/12-1/16) L for bridges with the span up to 10 m made of monolith reinforced concrete. For larger spans with prestressed superstructure, the construction height may be reduced up to (1/25-1/30) L. In case of bridge or passes on which a reduced construction height is necessary and the foundation terrain is good, continuous slabs with the height in the field may constructed up to 1/30 L. Construction materials are the monolith reinforced concrete mostly used on small spans and prestressed concrete.

40

80

B

L

Lpl

50

5015 17

2

408 2

40 20

ELEVATION LONGITUDINAL SECTION

Slab

CROSS SECTION

Drain ditch Drain ditch

Pile cap

Drain ditch

Drain

Abutment

DETAIL I

DETAIL II

Protection concrete 3cm

Waterproofing 1cmSupport layer 2cm

2 sheets of asphalt cartboared

3Ø25/ml OB37

Socked rib

Poured asphalt 3+4cm

Waterproofing protection

Waterproofing 1cm

Support layer

Celocked cork

Image 2.7.3.1.2

Monolith slabbed bridge L ═ 10 m

In cross section are used monolith slabs (image 2.7.3.1.3.a) or precast (image 2.7.3.1.3. b) with full section or with voids and straps with prestressed precats voids (image 2.7.3.1.4).





B

a) monolith slabs

B

B

B

B

1,00

1,00 1,00

1,00reinforced concrete precast slabs C16/20

Reinforced concrete precast slabs C16/20

b) precast slabs

Image 2.7.3.1.3 Cross sections slabs





7

102

CROSS SECTION C-C

1.20

h

2

7

58

80

6

7

102

408407740 8407

102

strip t/piecestrip (m)Length

11,609,607,605,60

Lengthsuperstructure

(m)

10,0012,00

8,006,00

h = 52 h = 72

Weight

5,70

8,707,20

4,20 9,5011,6013,6015,60

12,0014,0016,00

(m)10,00

10,0011,7013,50

8,30

Precast element

98

934

9

2

525

337

3 4

3

VIEW A - A

L/2

Lo /2

l/2

THE CHARACTERISTICS OF TYPIFIED STRIPS98

2 4

50

72

65

47

23

C

4 2

95

49

54

A

LONGITUDINAL SECTION B - B

Concrete cast in placeC

25A

40 7 40 75 5

14,0016,0018,00

(m)

h = 80

17,6015,6013,50

16,6014,7012,90

2%1%

98

244

62

99

1,02

9.34/22

1,021,022 2

B

1,02/21,02

2

7.80/2

B

strip (m)Length

superstructureLength

strip t/pieceWeight

strip (m)Length Length

superstructurestrip t/pieceWeight

Image 2.7.3.1.4 Strips with precast prestressed voids

Bridges with beams General notions

Bridges with beams of reinforced concrete and prestressed concrete are nowadays constructed for covering the spans from 5-15 m up to 60-100 m. By resorting to modern execution technologies, bridges of prestressed concrete

beams with a 250 m span have been constructed in the cantilever. The superstructure of a bridge with beams is presented as a network having as main

elements:

2

4 1

1 2

4

5

Image 2.7.3.1.5 Main elements of bridges on beams

1-Main beams; 2-Cross beams; 3-Slab in cantilever; 4-Slab of the carriageway;

5-Secondary longitudinal rib

- main beams - cross beams - slab of the carriageway - slab in cantilever which supports the sidewalk





Types of bridges with beams

The classification of bridges with beams may be made after various criteria. Only a few of these criteria (with the main methods of making up superstructures) are presented:

a) Depending on the static schemes: a1 - Constructions with articulated propping of the beams on substructures - simply propped beams - continuous beams - simply propped beams with cantilevers a2 - Constructions with framed beams b) Depending on the type of the cross section: b1 - slabbed bridges b2 - bridges on actual beams: - wide beams - image 2.7.3.1.6.a - T-type beams - image 2.7.3.1.6.b - beams in double T (with bulb) - image 2.7.3.1.6.c - beams with pockets (with variable core thickness) - image 2.7.3.1.6.d b3 - bridges with cased beams: - beams with one case - image 2.7.3.1.6.e - beams with one case and a median wall - image 2.7.3.1.6.f - beams with two or more cases - image 2.7.3.1.6.g - cased beams with skewed walls - image 2.7.3.1.6.h





b

o

b

11

h)d)

g)

f)

e)

c)

b

b

h

b)

h

a)

SECTION 1-1

Image 2.7.3.1.6

Cross section on bridges with beams

Depending on the type of reinforcement: - with common reinforcement (reinforced concrete) - with reinforcement in carcass (reinforced concrete) - with pre-tensed reinforcement (prestressed concrete) c) Depending on the construction method: c1 - of monolith poured concrete - with proppings (scaffoldings) - without proppings made by concreting in the cantilever - poured on the bank in sections and launched in the span as they are constructed c2 - with precast elements - with precast beams in the plant - with pre-poured beams on the site c3 - entirely precast bridges and launched in the span

Bridges of reinforced concrete beams have a very large domain of use due to to economic advantages and constructive reasons. At the moment, the most used are bridges with precast elements on which modern construction methods are changed with fast execution procedures of the works.





Cast-in-place (monolith) bridges are constructed where precast methods are not allowed. Bridges with wide beams may be used on small spans of 5-14 m, in case of simply propped beams and 12-18 m in case of continuous beams. Generally, these bridges are monolith. Bridges with T-type beams and double T are used for small and medium spans (5-35m) and sometimes even for large spans (40-50 m). In case of small and medium spans, simply propped beams of reinforced concrete as well as prestressed concrete are usually used. Simply propped beams of prestressed concrete as well as reinforced concrete continuous beams or prestressed concrete or beams with cantilevers may be used for large spans. Simply propped beams are precast in most of the cases, while continuous beams or beams with cantilevers are precast and monolith also. In order to simplify the execution, beams have usually a constant height. In order to reduce its own weight, on monolith beams with large spans the variation of the core width may be adopted, creating the so-called pocket beams (image 2.7.3.1.6.d) The thickening of cores on beams in double T (with bulb) is foreseen only in the area of proppings where the shearing force has maximum values. The types of superstructures cross sections are very varied and depend on several factors: static scheme of beams, span dimension, type of reinforcements, construction method. In image 2.7.3.1.6. are presented a few characteristic types of cross section of superstructures on bridges with beams. Determining the number of main beams in cross section and also the distance between them, the number of cross beams, as well as the thickness of the slab is generally done on economic considerate by comparing several possible solutions depending on the span, width, static scheme, available construction height and materials used. With respect to the number of main beams, the following may be adopted: - a small number of beams (minimum two) and a thick slab that has the purpose of

compressed foot of the main beam - a large number of main beams having a reduced height.

When designing the cross sections of precast superstructures, the following aspects must be taken into account: - elements must have as small as possible weights in order to simplify the haulage and

mounting conditions; - the construction must be simple and the number of mounting joinings as reduced as

possible; - the cross sections of the elements must have the shape that allows serial (typified)

execution; - joinings/fastenings must be safe and able to withstand for a long time in use on

alternative and dynamic loads; - the distance from the location of the work to the plant of precast elements must be as

small as possible so that the value of the construction does not get drawn into the haulage costs. The superstructures with simply propped beams satisfy the best the main conditions that a precast construction must meet.





The cross section of the superstructures with simply propped beams may be made up in various ways: - precast beams with monolith slab poured between beaml in formworks with proppings

(image 2.7.3.1.7. a) - precast beams with monolith slab poured on pre-slabs (image 2.7.3.1.7. b) - precast jointive beams with super-concreting (image 2.7.3.1.7. c, d) - precast upside down T-type beams with post-tensed adherent reinforcement (image

2.7.3.1.7.c) - precast beams with precast adherent slab (image 2.7.3.1.7. f, g, h)

1.45

1.45

1%

7.80/2

7.80

1.45

1%

1.45

1%

7.80/2

2% 2%

2%

1.45

1.70

7.80

7.801.70

1%2%

1.45

2% 1%

a

b

c

d





1.70

1.70

1.70

1%

1.45

1%

1%

1%

1.707.80

2% 2% 1%

7.80

2%

1.70

2% 1%

1.457.80/2

7.80

2%

2%

1.70

2% 1%

2%1%

7.80/2

e

f

g

h

Image 2.7.3.1.7

At the moment, in our country are used mainly the following types of precast beams for the superstructures of road bridges: - T-type upside down beams with pre-tensed reinforcement for spans of 6-12 m - double T beams with pre-tensed reinforcement for spans of 14-18 m - T-type beams with pre-tensed reinforcement for spans of 12-24 m - mono-block precast beams with post-tensed fascicles for spans of 24-40 m.

In table 4.1. are written the constructive characteristics of superstructures with prestressed precast beams.





Types of prestressed precast beams usually used for superstructures of road bridges Table 4.1.

Note: The number of beams and the height of the resistance structure are those corresponding to a bridge with a carriageway of 7.80 m and sidewalks of 1.00 m.

Together with the use of execution systems, in cantilever started to be used precast materials on bridges with beams and cantilevers and on superstructures with continuous beams. Also, independent spans of beams with cantilevers and articulations may be made of precast materials.

No crt

Length of

super-structure

Calculation span

No. of beams (piece)

h beams (m)

h resistance

structure

Precast

concrete class

Monolith

concrete clas

Reinforcement for prestressing.

Type of beam

Superstructures of mono-block beams with monolith reinforced concrete between beams 1 12.00 11.30 6 0.85 0.85 2 15.00 14.30 6 0.95 0.95 3 18.00 17.30 4 1.25 1.25 4 18.00 17.30 6 1.05 1.05 5 21.00 20.30 4 1.40 1.40 6 21.00 20.30 6 1.23 1.23

C32/40 (Bc 40)

C25/30 (Bc 30)

T-type

beams

machined or

precast on

site

7 24.00 23.25 4 1.60 1.60 8 27.00 26.25 4 1.60 1.60 9 30.00 29.25 4 1.80 1.80 10 33.00 32.25 4 1.80 1.80 11 36.00 35.25 4 2.10 2.10 12 40.00 39.25 4 2.10 2.10

C32/40 (Bc 40)

C25/30 (Bc 30)

Fascicles of parallel wires

with the diameter of 5 or 7

mm of SBP I

Beams of 3

monolithed

transoms on

site

Superstructure of jointively arranged beams with the deck slab 1 6.00 5.50 16 0.42 0.52-0.60 2 8.00 8.50 16 0.42 0.52-0.60 3 10.00 9.50 16 0.42 0.52-0.60 4 10.00 9.50 16 0.52 0.62-0.70 5 12.00 11.50 16 0.52 0.62-0.70

C32/40 (Bc 40)

C25/30 (Bc 30)

Upside

down T-

type

beams

6 14.00 13.50 9 0.72 0.82-0.90 7 16.00 15.50 9 0.72 0.82-0.90 8 16.00 15.50 9 0.80 0.90-0.98 9 18.00 17.50 9 0.80 0.90-0.98

C32/40 (Bc 40)

C25/30 (Bc 30)

Double

T

beams

10 12.00 11.30 8 0.93 1.05-1.13 11 15.00 14.30 8 0.93 1.05-1.13 12 18.00 17.30 8 0.93 1.05-1.13 13 21.00 20.30 8 0.93 1.05-1.13 14 24.00 23.30 8 0.93 1.05-1.13

C32/40 (Bc 40)

C25/30 (Bc 30)

Torons TBP 12 (7Ø4)

T-type

beams





Section 9 - Culverts 2.7.3.2. Culverts

Water undercrossing the road will be provided by bridges (span > 5.00 m) and

culverts (span 0.50 to 5.00 m). Generally, oil field road culverts include the following constructions: - pipe culverts ∅ 0.75-1.00 m (access roads) - box culverts with span 1.00 m (axial or access roads) - box culverts with span 2.00 m (axial or access roads) - frame culverts (π) of 1.00 to 2.00 m (axial or access roads) - slab culverts with infrastructures and precast slabs (span 3.00 to 5.00 m).

The hydraulic calculation of culverts shall be provided according to the requirements, as per „Normative regarding hydraulic design of bridges and culverts” PD 95-2002. (Technical Road Bulletin 13/2002). The categories of hydrotechnical constructions corresponding to the public roadways (crossings and protections in the area of water courses and lakes) are established based on the type and importance of the respective roadways, according to table 11 of STAS 4273-83, as indicated below:

Hydrotechnical constructions for roads: Categories of hydrotechnical constructions

- national 3

- county 4

- communal 4

- exploitation 4

- collector roads 4

- local streets 4

According to table 13 of STAS 4273/83, the hydrotechnical constructions and installations are framed in classes of importance, depending on their category, their designed service life and their operational status within the respective technical arrangement, as follows:

Classification of hydrotechnical constructions

Categories of hydrotechnical constructions, STAS 4273 (Table 11)

3 4 Service life Operational status Hydrotechnical constructions classes of

importance STAS 4273 (Table 13)

Principal III IV Permanent

Secondary IV IV

Principal IV IV Temporary

Secondary IV V





Local road culverts are secondary permanent hydrotechnical works, or principal temporary hydrotechnical works, category 4 and class of importance IV. Considering the construction works class of importance and the service conditions, the annual probability rate of exceeding the maximum flow, according to STAS 4068/2-87 is as follows:

The construction works class of importance (STAS 4273/83)

Normal exploitation conditions Annual probability rate of exceeding

the maximum flow %

I 0.1

II 1

III 2

IV 5

V 10

Culverts on the oil field exploitation roads are framed in class IV of importance and are to be dimensioned to accommodate possible annual overflow of 5%. Pipe culverts (recatangular, circular, egg-shaped, etc.) embedded in the embankment of roadways may be framed into a lower category, as compared to that indicated in table 11 (STAS 4273/83), provided the roadway, the crops, and the social and economic constructions in the area are not affected and 0.50 m minimum guard is allowed from the upstream margin of the road platform. The culverts adapting to the current ground morphology will be provided according to the „Normative regarding road culverts typical design projects adapting to the current ground morphology” (P 19-03). The procedure of culverts adapting to ground morphology includes:

- to determine the type of culvert to be used - to determine the span and flow capacity of culverts - to determine the horizontal culvert location, the longitudinal profile and the cross section culvert locations

- to adapt foundations to the current ground morphology. The passage flows are calculated in free flow regime through the culvert, while providing the guard height (≥ 0.50 m). The water inflows to bridges and culverts are determined by INMH, or by the authorized services of the Regional Romanian Waters Authority. The water discharge design projects (bridges - culverts) will be approved by the territorial „Romanian Waters” Authority.





Section 10 - Consolidation and protection of river banks 2.7.4. Retaining walls

Classification: 1. - of cutting

- of backfill (for toe, for platform) 2. - of plain concrete

- of rubble stone masonry - of reinforced concrete

When designing the walls there are taken into consideration the physical and mechanical characterizes of the foundation ground and of the ground they sustain. In order to improve the physical and mechanical characteristics of the ground sustained by the wall, it is necessary to design a water draining, collection and evacuation system into a ditch directing the water to a valley or water stream. This draining system consists of one drain, at least behind the retaining wall and the collected water is outlet through the weep holes of the retaining wall into the ditch or gutter near the road. At the calculation of the retaining walls there are considered the physical and mechanical characteristics of the ground, the seismic zone of the road, the frost depth

Safety factors Safety factor at overturn for the elevation-foundation joint and at the foundation-ground joint > 1.3 Safety factor at sliding >1.25 Safety factor at overturn in case of seismic calculation >1.05

2.7.5. Piles

They are used to sustain the road backfill in case its height is greater or when there cannot be made expropriations and the sustaining work has to be placed in the roadway and the road shoulder. The consolidation of the earth masses by mini-piles is purposed to improve the physical and mechanical characteristics of the unstable masses and provides the connection to the stable ground (bedrock) under the sliding surface. In case of the phenomena of instability at some earth masses, such as the earth works of the communication ways where very great horizontal stresses may occur, there are provided consolidation works with drilled reinforced concrete piles (∅∅∅∅ > 300 mm) in order to take over such stresses. The reference standards for the calculation of the drilled piles: SR EN 1536 /08.2004 (Execution of the special geotechnical works. Drilled piles) and of the grouted mini-piles - GP 113/2004 - MO 430 bis/2005 (Guide book for the design and execution of the drilled mini-piles).





2.7.6. Gabions

The gabions have the following characteristic: - they are elastic structures, able to withstand any type of stress in good conditions; - they are structures at which the limited deformation is not a fault but a functional factor that confirms the co-operation of all elements of the structure without reducing its resistance; - are draining structures. They are used for bank protections, slope consolidations and diking. The gabions are galvanized wire-mesh baskets mounted on steel frames and filled with dry masonry of river boulders or rubble stones. 2.7.7. Drains

The drains are structures needed for:

- planned collection and evacuation of the seepage waters; - lowering of the ground water table level when it can have a negative influence on the road body behaviour and on other works; - consolidation of embankments, earth works and slopes that can influence the roads platform or other works; - improving the working conditions and providing the stability of the retaining walls and the abutments of bridges and passage ways. 1. The open-excavation drains can be currently performed manually down to the depth of 6.0 m and mechanically down to the depth of 3.0 m. Greater depths are justified in the designed. In order to avoid the water collection behind a sustaining work and to diminish the variation interval of the earth thrust on them under the influence of external factors, a draining system has always to be provided at the rear operating during the whole life span of the work. 2. The draining solution with drilled drains is used for the draining-off and consolidation of the earth works and slopes as a viable and non-destructive environmental alternative. This type of drains is performed by drilling along one or more directions in order to provide the gravity discharge of the collected waters. If the cross-slope of the ground is rather steeper, the drilled drains are provided with drainage adit. The drilling can be made at one or more levels depending on the soil stratification and the area following to be drained. The drains are purposed to collect and evacuate the seepage water, to come down to the level of the underground water table and to collect the water from a shallow bed. Depending on the purpose, the drains are:

- in excavation - horizontally drilled.

2.7.8. River bank protection works





Dimensional elements

Actions

In order to dimension the protection works for banks/ slopes, the following actions/ requests shall be considered: specific weight, soil thrust from the bank/ backfill following to be protected, water hydrostatic pressure, water sub-pressure, overloads due to operation and seismic actions. These actions are assessed in accordance with the standards and technical regulations in force and they are divided into fundamental and respectively, special actions. Verifications

The following verifications of the proposed works shall be carried out during the design stage: - verification of the general stability when sliding on cylindrical surfaces or at the contact surface of the filling with the natural ground; - verification of the stability when sliding on the foundation surface; - verification at overturn; - verification of pressures on the foundation ground. The minimum values of the safety coefficients during the stability verifications shall have to meet those mentioned in the following tables.

Stability Group of actions

Class of hydro technical structures (STAS 4273/83) general sliding overturn

2, 3 1.2 1.5 1.5 Fundamental

4 1.1 1.2 1.3 2, 3 1.1 1.2 1.3

Special 4 1.0 1.05 1.1

Technical solutions

Independent of the adopted solution it is necessary to have an early preparation of the site ground by removing the vegetation and treating it with chemical products following to avoid the repairs. The sloped bank protections have three distinctive areas, respectively the foundation, the lining itself and the area located over the max. design level. The foundations have to meet the following conditions: to take over the maximum scourings of the riverbed bottom, to withstand the entraining action of the water current and waves and to provide the general stability of the bank. They can be achieved with beams and riprap shell placed directly on the ground or founded on mattresses. The beams are performed of plain concrete, reinforced concrete, cyclopean concrete or stone masonry on sites with favourable geological characteristics. Their recommended sizes should be 0.8...1.0x1.0...1.2 m.





The riprap shell will be continued by 20-30 cm over the average level of the water stream, the crest width being 2.0-3.0 m due to the reasons considered to provide the general stability. The mattresses on which the riprap shell is to be placed shall be made of gabions, fascines and/or geosynthetic materials. - The gabion mattresses are made of wire mesh of 2.0-6.0 m plan sizes and 0.15-1.5 m thickness, filled with river/quarry stones. - The fascine mattresses are made of fascine rolls of 15-20 cm diameter laid in several layers and resulting a thickness ranging between 0.45 m - 1.0 m. In order to lay in position they are weighted with rubble stone ripraps. - The mattresses of geosynthetic materials are permeable membranes withstanding the operation stresses and their stability is provided by weighting. These products can be made of a lower geosynthetic unwoven layer purposed to act like a filter element and respectively, an upper geosynthetic woven layer purposed to act like a resistance element. There are fascine rolls fixed into 1.0x1.0 m grids on the surface of the synthetic material in order to provide the strengthening, floating and weighting of the mattress. The coating itself protects the slope against the erosions due to the water variations, the current velocity, the action of ice and floaters. Its upper level is adopted over the respective level of the maximum design discharge adding the guard height for the waves with a value of 0.3-1.0 m. Depending on the used material and the composition manner, the coating can consist of: riprap, gabions, cushions of rubble stone or monolith concrete/prefab tiles, beds of bituminous mixtures and geosynthetic materials combined with riprap or concrete. - The riprap protection consists of stone blocks placed at section by controlled throw and removal of the material by pinch bar on a thickness of two layers at least laid on a broken stone bed. - The gabions are placed on slopes with current velocities of up to about 5 m/sec. and with few suspensions. In order to increase the resistance the silting-up with bituminous mastic is recommended. The gabion mattresses can be laid directly on the slope or on a reverse filter consisting of granular materials or geosynthetic material. - The pitching of broken stone are achieved with partly cornerstones that is carefully laid generally in two layers of 10-15 cm thick of sand and gravel or broken stone. The stone joints can be covered with cement mortar or asphalt. The water running down the slope will be drained at the base of the pitching or weep holes ∅min = 50 mm placed at distances of about 4 m. - The monolith and concrete prefab elements are placed in the locations where rubble stones are not available and thy have a square or rectangular shape with side sizes of 0.5-2.5 m and 6-25 cm thick. - The coatings of the beds of bituminous mixtures are elastic and tight being easy to perform. They are performed as asphaltic concrete of 6-8 m thick and directly placed on the slope over a layer of broken stone or monogranular (poruos) concrete or as asphaltic plates and mattresses that are made in dry conditions and laid on the slope. This type of coating allows different settlements of the slope without any fissure hazard.





- Generally the synthetic materials are used as filter element replacing the sorted granular material existing under the protection itself as well as in combination with the rubble stone and the concrete elements according to the adjacent figure. The area existing over the design level plus the guard is generally designed for simpler works, such as: grass-sowing, turf-claddings, gratings and tree-planting. - The grass sowing are performed after the early laying of a vegetal cover of 15-25 cm thick. The sowing is carried out in spring or during the rainy time of the year. - The protections with grass turfs are applied where the sowings do not have enough time to be set for the bank consolidation. On slopes, the turfs are laid along their width or in superposed layers embedded into the vegetal cover. - The gratings consist of wattles of 0.2-0.5 m high forming a grating of 0.75-1.00 m side. Its mesh is filled up with broken and rubble stone based on the principle of the reverse filter. Also there can be used gratings of reinforced concrete or welded geosynthetic materials. - Young plants of 1-2 years old are used for planting and generally willow seedlings are planted in holes or isolated. The vertical face protections are indicated for the narrow riverbeds as they are purposed to consolidate the banks. They are made by means of the gravity restraining walls or sheet piling walls. - The restraining walls are solid structures that can be executed up to the top edge of the road platform or to protect the lower section of road fill or banks (foot wall). The solution of the retaining wall is chosen depending on the characteristics of the foundation ground, the available materials, the required height etc. There are provided drains at the rear in order to collect and evacuate the undergorund water by means of weep holes. The vertical face walls can be made of: gabions, cribs, stone wall, monolith/ prefab concrete and reinforced earth. - The sheet piling walls are executed of steel, wood and/ or reinforced concrete prefab sectional elements. - The gabion walls consist of parallelepiped elements made of wire mesh mounted on round steel frames and filled with stones. They present the advantage of an increased elasticity and a fast execution. The gabions can be plated with monolith concrete of 10-15 cm thick for an additional protection of the reinforcing mesh. A filter of granular and/or geosynthetic materials shall be performed behind the gabion walls - to the face from the bank. - The crib walls are performed as boxes with or without wood bottom, prefab elements of reinforcing concrete, worn-out railroad sleepers, and are filled with stones after laying. Before the installation, the foundation ground is prepared for levelling and the achievement of a bed. - The retaining walls can be of stone masonry with the rubble stone elevation walled with M 100 cement mortar and the foundation of B 100 cyclopean concrete. The face can be vertical or tilted with gradients of maximum 5:1, and behind the walls there is made a riprap filtering filling. A gutter is performed at the wall base to collect and direct the undergorund waters from the weep holes ∅ = 10-15 cm placed at distances of de 2-4 m on the horizontal.





- The concrete walls can be of monolith concrete with vertical/tilted face and it is plated with rubble stone and respectively of prefab elements of various shapes, that is rectangular or angle type boxes. They are placed on a foundation of riprap, plain concrete or directly on the ground. The boxes are filled with weighing material, respectively riprap or concrete. The drain behind this type is performed in a similar manner with the retaining walls of stone masonry. - The retaining walls of reinforced earth consist of successive layers of granular material and between them there are placed the reinforcing elements, respectively continuous and discontinuous thin gepsynthetic strips. The vertical/tilting face is made of geosynthetic or gabions, concrete etc. The joints between sections shall be ensured against the entrainment of the filling material. - The sheet piling walls are made with/ without anchorages, depending on their height and providing a good joining of the component elements that can be metallic (of various shapes), of pre-fab concrete or wood. Also at low heights, there can be used tamped piles at 1-2-m distance with pre-fab plated mounted between them and the filling of granular material made at the rear.





Section 11 - Marking - Signing 2.7.9. Marking

Markings are to be applied on the carriageway surface of roads with modern paving, on kerbs, on road structures, on road ancillaries, as well as on other elements in the road area (poles, trees, guardrails etc.) based on a project approved by the road authority and road police. Standard 1848-7:2004 specifies the road markings recommended for public traffic roads. These recommendations can be applied also to the service roads that are not open to public traffic. SR 1848-7:2004 specifies the form, the dimensions, the location, the significance and the general execution requirements of road markings. Road markings enable traffic organization, warning or guiding the participants to road traffic. They can be used individually, or combined with other road signing elements, to supplement, enhance or specify their significance. The execution, or maintenance of markings fall in the responsibility of road owners or road authorities. 2.7.10. Traffic signs

Standard SR 1848-1:2004 specifies the forms, the symbols, the written text, the

colours and the location requirements of road signs. SR 1848-2:2004 specifies the technical instructions regarding the execution of the road signs. SR 6900:1995 provides recommendations for kilometer and hectometer chainage marks. Supply, installation and maintenance of road signs fall in the responsibility of the road management authority. The type of signs and their placement location will be established by the road management authority together with the road police (based on a project). 2.7.11. Signing of maintenance and repair works

The Order of the Ministry of Internal Affairs and the Ministry of Transports regarding public roads, no. 1112/411/08.06.2000 (Official Bulletin no 397/24.08.2000) stipulates the conditions regarding the closing of traffic roads and instatement of traffic restrictions for the execution of works in the area of public roads, or for public roads protection. These norms specify several instances, where signing is required and the respective signing procedures that are applicable for local roads as well.





CHAPTER III - CONSTRUCTION OF OIL FIELD ROADS Section 1 - General overview and materials

3.1. General

The documentation relating to the design of oil field roads will be prepared in

accordance with the requirements of the territory arrangement and urbanism plans, including the permits required according to the relevant methodological norms. The underground services crossing the oil field roads will be provided at the same time with the earthworks and before road pavement construction, to avoid subsequent interventions. With this end in view, it is recommended to submit to the contractor the documentation for the construction of underground services. The pipes will be designed, to avoid superposition on permanent route alignments. Borrow pit ground levelling must be provided for adequate water drainage in the respective areas. Surface waters on certain road sectors that are expected to outfall towards the road embankment or cutting areas must be diverted through guard ditches that discharge the waters outside the road territory (before starting earthworks). The soil in excess resulting from roads in cutting areas will be used for ground levelling, land improvement and fertilizing, while acting in accordance with the environmental protection law. During construction works, the contractor must observe the contract requirements, the project recommendations and the technical specifications. Environmental protection during execution is mandatory. Mention should be made here that no ammendment, or change in the execution procedure, as compared to the initial documentation can be introduced, except by approval of beneficiary or/and originator of the design documentation. During construction, it is recommended to observe the current standards, normatives, and requirements relevant for the respective works. The contractor will need the following documentation to provide the construction works: - general layout, location layout and general arrangement plans; - the geotechnical survey with site geo-morphology and adequate foundation solutions; - detailed drawings, shuttering and reinforcement plans etc. for all the road structure componenets; - the technical specifications, including the technical prescriptions for the respective work; - the schedule of construction works. These documentations will be prepared by authorized design and research companies.





3.2. Materials

The following materials shall be used for oil field road constructions:

3.2.1. Earthworks

3.2.1.1. Filling material (as per STAS 2914-84)

Soil classification: - non-cohesive soil (sand with gravel, coarse, medium and fine sand etc.) - cohesive soil (silty sand, silty clay, loam clay etc.). Types and categories of soil (classified as per SR EN ISO 14688-2:2005) adequate for earthworks construction are indicated in Table 1a and 1b of STAS 2914-84. For soils of average quality, it is recommended to examine their behaviour at freeze and thaw, as well as the effect of the hydological conditions (as per STAS 1709/1,2,3-90). 3.2.1.2. Capping layer materials

STAS 12253-84 indicates the general technical quality requirements for the capping layers of road pavement systems. Non-cohesive materials (non-cohesive soil, existing hard core paving, flay ashes), cohesive materials (lime treated cohesive soils, stabilized with granular fly ashes and lime, with cement, natural aggregates stabilized with puzzolanic binders) are considered to be adequate material for capping layers. Capping layer materials must comply with the quality requirements, according to the requirements, as per clause 2.2.1, STAS 12253-84. 3.2.2. Road pavement 3.2.2.1. Ballast pit aggregates

SR 662:2002 indicates the technical quality requirements for the natural aggregates non-processed, or processed by washing, sorting and crushing, from case to case, that are adequate for road works. Classification of ballast pit aggregates by: - grain size: sand, gravel, ballast, boulders - origin: as per Table 1, SR 662:2002 - processing technology: non-processed, or processed by washing and sorting (sand, gravel, ballast), by washing, crushing and sorting (crushing sand, crushed gravel, crushed ballast) - grading: continuous grading (containing all the elementary sorts), or discontinuous. Road base and sub-base courses of the rigid and non-rigid road pavement systems must comply with the requirements, as per STAS 6400-84.





3.2.2.2. Crushed stone and rubble

Technical quality requirements for stone, aggregates and processed stone materials,

obtained by excavation and processing of rocks will be provided according to the requirements, as per SR 667:2001. Split stone is a natural aggregate obtaind by simple crushing of rocks and sorting from 8 to 16, 16 to 25 and 25 to 40. Coarse crushed stone is a natural aggregate obtained by simple crushing of rocks and sorting from 40 to 63 and 63 to 80. Rubble is a natural product obtained by crushing rocks larger than 80 mm, that is used for road constructions, hydrotechnical and consolidation works. Base and sub-base courses of non-rigid and rigid pavements shall be provided in conformity with the requirements, as per STAS 6400-84. 3.2.2.3. Macadam (SR 179:1995)

Adequate materials to be used for producing macadam base course and wearing courses: - crushed stone 40-63 grading, split 8-16, or 16-25 grading, grit 0-8 grading, chipping, and sand - water for sprinkling granular materials. 3.2.2.4. Semipenetrated and penetrated macadam (SR 1120:1995)

Adequate materials for asphalt macadams: - granular materials: crushed stone 40-63 grading, split 8-16, or 16-25 grading, chipping, sand - penetration binders: parafineless bitumen, rapid fracture bituminous emulsion, filer bitumen suspension and other asphalt binders - special treatment binders: parafineless bitum for roads and cationic rapid fracture bituminous emulsion. 3.2.2.5. Aggregates, or cement stabilized soils

STAS 10473/1-87 indicates the technical quality requirements for the cement

stabilized aggregates. Adequate materials to be used for producing base and sub-base courses: - aggregates: ballast pit run aggregates (ballast, sand, gravel), or crashed quarry / ballast pit run aggregates - cement: Portland P 40, cement with additives Pa 35, cement for roads - cohesive and noncohesive soils, or existing scarified hard core paving that can be corrected if necessary, by adding admixtures, such as aggregates, granular fly ashes, etc. - water - materials for stabilized layer protection: protection fluid P 45, Polisol, cationic bituminous emulsion.





3.2.2.6. Cement concrete

Cement concrete wearing courses will be provided using road concrete (BcR) in

accordance with the requirements, as per SR 183-1:1995 and SR 183-2:1998. Road concrete grades:

Road concrete grades Rkînc 150 (MPa) BcR 3.5 3.5 BcR 4.0 4.0 BcR 4.5 4.5 BcR 5.0 5.0

Rkînc = bending strength on prismatic concrete test specimens 150x150x600 mm. Road concrete grade will be established function of the road category and the traffic class, as indicated in Table 2 of SR 183-1:1995. Special attention will be given to concrete formula preparation by an authorized laboratory, to cement utilization in compliance with the requirements, as per SR 183, to joint formation and concrete protection. Industrial salt treatment used as winter antiskidding measure is not allowed to be performed on cement concrete pavings within five years from the date of their execution. 3.2.2.7. Asphalt mixture (for the base course) will be prepared as indicated in SR 7970:2001 Materials for asphalt base course construction: - quarry aggregates (chipping, crushing sand, grit), ballast pit aggregates (sand, gravel, crushed gravel) - filler - binders (parafineless bitumen, rapid fracture cationic bituminous emulsion for the priming of the support layer). Depending on aggregate grading, the asphalt mixtures are: - type AB 1, with medium aggregates - type AB 2, with coarse aggregates. Asphalt mixtures for the base layers will be prepared of, either quarry aggregates, mixture of quarry and ballast pit aggregates, or ballast pit run aggregates, in conformity with the requirements, as per Table 3 of SR 7970). 3.2.2.8. Binder and asphalt concrete (for binder and wearing course) will be provided in conformity with the requirements, as per SR 174-1:2002 Materials used to prepare asphalt mixtures: - quarry aggregates (chipping, crushing sand), or ballast pit aggregates (gravel, crushed stone, sand), according to the requirements, as per 2.3.1, SR 174-1 - filler - binders (parafineless bitumen, polymer bitumen, additive bitumen, rapid fracture cationic bituminous emulsion for priming of the support layer), as indicated under clauses 2.3.3-2.3.5, SR 174-1





- fibers used for the fiber stabilized asphalt mixtures. Depending on the grading and maximum size of aggregate grains, the types of asphalt mixtures for the wearing course are those indicated in Table 1 of SR 174-1. Depending on grading, the maximum size of aggregate grains, and the type of aggregates, the asphalt mixture categories for binder course are in conformity with the requirements, mentioned on the table 2 of SR 174-1. 3.2.2.9. Pavings of rubble and boulders (STAS 9095-90)

The size of rubble for pavings, frames of pavings and framing lanes are in conformity with clause 2.4.1.3 of SR 667:2001. Boulders dimensions will be as indicated in clause 2.1.2, STAS 9095-90. For rough rubble pavings improved by excess filling of joints, asphalt mastic will be used, in accordance with the requirements, as per 3.4.2, SR 6978:1995. 3.2.2.10. Rubble paving. Large, medium and small size paving setts

The rubble size and the thickness of sand substratum after compaction hammering (or cement mortar) shall be in conformity with the requirements, as per SR 6978:1995, clause 2.1.1, Table 1 of SR. 3.2.3. Water collection ancillary constructions

In conformity with STAS 10796/2-79, Annexes A, B, C, D and E of STAS precast

concrete and reinforced concrete are recommended for guidance only. 3.2.4. Guardrails

In conformity with STAS 1948/1-91, the following types of guardrails are indicated, by construction and behaviour to vehicle impact: - rigid guardrails (made of reinforced concrete, stone masonry, and plane concrete) light, semiheavy, heavy and very heavy gurdrails, as shown in Fig. 4-6, Annex B - deformable guardrails (made of metallic elements) semiheavy, heavy and very heavy gurdrails, as shown in Fig. 7-9, Annex B. “Catalogue of protection systems for traffic safety on roads and motorways” - indicative AND 591/2005 proviedes guardrail details. 3.2.5. Culverts

Recommended precast culvert elements:

- precast abutments and slabs, in conformity with Normative, indicative PD 165-2000 Precast slabs will be used with full or void profile, strips with voids profile, the latter being currently used. Types of culverts that are generally in use: - rectangular closed frames (boxes) with span (1.00 to 2.00) m - “Π” frames, with span (1.00 to 2.00) m - pipe elements, with interior diameter ∅ 75 and 1.00 m.





3.2.6. Hydrotechnical works (river bank protection)

3.2.6.1. Fascines are clusters of rods held together by wire, with diameters of 0.15-0.30 m and length of 4 to 12 m. Mattresses are made of several fascine layers, with thickenss: 0.45 m, 0.60 m, 0.75 m and 1.00 m, rubble being used for ballast material 10 to 50 kg/pcs., approx. 250 kg/m2. The rolls will be jointly placed, perpendicularly in several layers, with a grid at the top, for placing the ballast rubble. Rods must be willow, poplar, alder, recently cut off, still elastic and capable of giving off springs. Fascine mattresses must constantly remain below the lowest water level, to avoid decay. 3.2.6.2. Woven and unwoven geosynthetic materials have the basic functions as detailed below: - to separate strata with different grading; - to provide filtering, by retaining earth particles carried away by water; - to provide drainage of infiltration water; - reinforcement, increasing ground stability; - protection, by directly undertaking the water flow and waves loading; - sealing, by preventing water passage between different areas. Standard width of geosynthetics is 5.0 to 5.5 m, the length 50 to 200 m and the thickness in unloaded regime 0.2 to 10 mm. The mass of unwoven geosynthetics is from 100 to 1.000 g/m2, while that of woven geosynthetics 100 to 200 g/m2. Generally, the light types are used for separation, while the heavy ones for reinforcement and/or mattresses. The service life of geosynthetics can be affected by certain pollutants from water, air, and soil, as well as by exposure to solar action. The geosynthetics below are commonly used: - geosynthetics, with filtering and drainage role; - geomembranes for sealing; - geogrids and geonets for reinforcement (reinforcement and consolidation); - geocomposite materials, combinations of the types mentioned above. 3.2.6.3. Concrete used for protection works is classified by concrete grades, function of the concrete component elements. It is recommended to work in conformity with the requirements contained in the „Code of practice for concrete, reinforced concrete and prestressed concrete works” NE 012-99, and standards: SR EN 12350/2-7/2002 and 2003, SR EN 12390/6:2002, SR EN 296/1:2002, SR EN 12620:2003, SR EN 13369:2002 and STAS 8600-79, STAS 7009-79. The categories of concrete steel and their characteristics will be determined in conformity with the requirements, as per STAS 438/1-89, STAS 10107/0-90 and NE 012-99.





3.2.7. Consolidation woks Materials

Water - must fulfill the requirements of STAS 1008-2003, if delivered from other sources than the public water supply system. Cement - to prepare concrete, the cement will be used, as indicated in the construction project concrete mixing formula, which shall be in conformity with the quality requirements indicated in the Code of practice for concrete construction works, reinforced concrete and precast concrete, indicative NE 012-99, approved by MLPAT with order no. 59/N of August 1999. In the case of concrete injecting into ground with aggressive waters, the slurry mixing formula will have to provide the cement quality, in accordance with the type and degree of aggressiveness, as per the requirements of SR EN 197-1/2002 (replacing SR 1500 and STAS 3349/1-83). Aggregates - to prepare cast in situ concrete and drains, it is recommended to use sand, gravel, and crushed stone, that comply with the quality requirements, as per SR EN 12620/2003, STAS 4606-80, SR 662:2002, SR 667:2000. For drains, the drain filling will be gravel (7 to 40 mm) grading, at the drain bottom, as per SR 667-2000; for the rest of the drain, ballast will be used (STAS 662/2002), (0-71 mm) grading. It is recommended that these materials have continuous grading and be wrapped in geotextile Shutterings - must fulfill the requirements below: - to provide the form and dimensions indicated in the project; - to be sealed against loss of cement laitance; - to be stable and resist under the effect of loading that may appear during concreting; - to be provided with assembly devices; - to be provided with greased faces, which will be in direct contact with the concrete; - to allow gradual undertaking of load at dismantling, by the existing construction

elements. Reinforcement

To provide the reinforcement of the concrete support and consolidation works, welded nets or concrete steel bars will be used, PC 52, or OB 37, which will be mounted ,,bar by bar”. The reinforcement must comply with the requirements, as per STAS 438/1-89 or SR 438-3:1998.

For piles reinforcement, the following steel types are used: OB 37 STAS 438/1-89 PC 52 STAS 438/1-89. For the resistance reinforcement of piles, only PC 52 will be used. For raft reinforcement, steel OB 37, or PC 52 will be used.





Concrete

The concrete quality to be used in construction works will be determined by the designer, function of the working regime and the loading features. The concrete composition will be established by preliminary trials, using supplied materials. Under special conditions, in cold seasons, it is recommended to work in conformity with the requirements regarding the temperature of component materials and concrete. Moisture content of aggregates shall be verified on daily terms, as well as after each change in weather conditions. At pouring, it is recommended to check that the poured concrete completely fills the formworks, and penetrates all the corners, leaving no voids. The fresh concrete must be poured in shutterings in maximum 1 hour time, when working with common cement, and half an hour, when working with quick setting cements, or when the fresh concrete temperature is over 40oC. The concrete supplied for pouring must not contain seggregated aggregates. Between preparation and pouring, no water adding into concrete is permitted. Troughs, concrete haulage trucks etc. must be kept clean and washed every time the work is interrupted. Mechanical vibration equipment of concrete will be used. The concrete to be poured into large diameter piles will be fluid, minimum class C20/25, its composition depending on the pouring procedure selected. For pumped concrete (8-10 m3/hour) “in dry” the minim dosage will be 340 to 360 kg/m3. Workability at site must be T4. The maximum aggregate size must not exceed the least of the values below:

- 1/4 of the reinforcement cage mesh - 1/2 of the reinforcement concrete covering thickness - 31 mm.

Water/cement ratio must not exceed 0.4. It is recommended to use plasticizers, and set retarders, if necessary. The concrete coating must be minim 6 cm for piles. The concrete to be poured at raft and elevation will be minimum C16/20, with workability T3 at the pouring location; the concrete will be vibrated. The concrete coating on the raft reinforcement will be minim 5 cm. The workability of fresh concrete prepared at the concrete mixing plant will be established by the constructor, to comply with the pouring requirements on site, taking into consideration the environment and weather requirements, as well as the total transport period, until placement. Injection slurry (mortar)

Preparing of slurry for the construction of small diameter piles will be performed in mixers, by cement immersion into water and continuous mixing. The supplied cement must be covered by supplier quality certificate. Injection will be carried out immediately after preparation. The slurry will not be stored after preparing.





When injecting is performed into aggressive grounds, the mixing formula will comply with the requirements, as per NE 012-99 (part A), SR EN 197-1:2002; STAS 3349/1-83, concerning the procedure of cement grade determination. The slurry must have 25 MPa minimum resistance on the 7 cm edge cube (28 days after injection), according to the requirements, as per “Guidelines regarding design and construction of drilled minipiles” - indicative GP 113/2004. This filling slurry must be fluid during borehole filling, harden quickly, and fissure during ground injection under pressure. Rubble stone masonry

Rubble shall be sprinkled with water when stored in the bulk, to be slightly wet for the works. During dry seasons, the masonry must be slightly sprinkled at small intervals, to prevent quick drying. They will be adequately protected against rainfall, freeze and dryness. These protection measures must be provided especially when interrupting the works for a time. When new masonry must be applied on existing masonry, their junction areas will be cleaned, sprinkled, or washed and uncovered, if necessary. Before use, the mortar must be stored, either in troughs, or on platforms made of wood, metal, or plastics, not on masonry directly. These troughs, or platforms will be sheltered by rainy and hot seasons. Softening of mortar is not allowed by water adding. If the masonry construction must be temporarily interrupted, due to adverse weather, protection measures will be provided, by covering the upper part of the masonry with special concrete protection straw tents, or by a sand layer minimum 0.10 m thick. When resuming works, any damaged masonry will be demolished and reconstructed. No masonry construction is allowed by snowfall. The construction works may only proceed under protection cover devices. Rubble stones for mortar masonry construction must be cleaned by removing earth and other impurities. The material will be sprinkled with water and placed in successive layers on mortar, lightly hammering or ramming for insertion. Contact between stones must only be provided by means of mortar to fill completely in all the joints, which will be 2 to 5 cm thick. The rubble stone of the same row will be the same quality; every 1 or 2 m interval on the vertical, one rubble stone row will be inserted, made of larger rubble stones, fairly regular in shape. Vertical joints will be woven at minimum 10 cm distance. Rubble stones will be placed in normal (perpendicular) rows on the direction of loading. The masonry will be provided by alternating oblong with almost round rubble stones, very well fitted into the rest of the masonry. Rubble stone settlement will be provided inside the masonry as well. No size variation of rubble stone is allowed inside the masonry. The corner stones will be larger and slightly ciselled, to show two perpendicular flat surfaces, with horizontal joints on the visible surfaces.





Connecting a new wall to the existing wall will be provided by cutting into the existing wall several recesses at least 15 cm deep, with the same thickenss of the respective rows, at two rows interval. The upper face of the retaining walls will have 1/5 minimum gradient. The visible surface of rubble stones must be an irregular polygon, with the edge of 15 cm minimum; the longest edge must not exceed by one and a half the shortest edge. It is not allowed to use triangle shaped and sharp-edged rubble stone. The rubble stone will be placed to produce polyhedral joints, while observing the following rules: in no point can meet more than 3 joints; no continuous vertical, or horizontal joints are admitted. Wire nets

- Gabion baskets are made of zinc plated wire Z 50x3.15x1000, 1500, 2000 as per STAS 2543-76 corresponding to the gabion size of 1000, 1500, 2000 mm. Cages providing baskets rigidity are made of concrete steel ∅ 12-16 mm (coated with corrosion protection paint) with zinc plated wire anchors (ties) ∅ 4 mm. - Nets, cages and gabions are bound together with zinc plated bending wire ∅3.0mm (Znl 3,0 as per SR EN 10244-2/2002, replacing STAS 889-89). Rubble stone dry masonry

Dry masonry will be provided manually. It is recommended to use large size rubble stone from homogeneous compact rocks. It is not allowed to use clay or marl masonry stone. Only quarry stone will be used for dry masonry. It is recommended that they excavate the stone before the winter season prior to its utilization for construction works. The shape of the rubble stone will be irregular, almost parallelipipedal. The quality requirements for the rubble stone are as follows: the stone must be hard, minimum 100 grade, frost resistent, showing live edges when ciselled and giving a clear hammering sound; it is not admitted to use stone material with cracks, weathered, or crushed areas, with mineral embeddings that get easily dislodged. The frost resistance of stone will be determined in conformity with the requirements, as per SR EN 12620/2003 (replacing STAS 1667-76). For dry masonry constructions, the stones will be placed in width, on horizontal rows, to provide extensive contact support between stones, with the least volum of voids. The stones will be wedged together, by using smaller stones of adequate shape, to be inserted into voids. Stone placement shall be provided to enable woven vertical joints formation on minimum 10 cm. Stones will be used that have continuous resistance and density. Special attention will be paid to the placement of stones at the parament, by alternating oblong and less oblong stones. Larger size stones will be used for the construction of exterior surfaces.





Drain pipes: a. PVC corrugated pipes

The PVC perforated corrugated pipes are used for the construction of drilled drains. As a rule, the pipes are to be wrapped in geotextile. b. PVC or PE rigid pipes

PVC or PE perforated rigid pipes (STAS 6675/2-92 or DECIZIA no. 33/2004 (replacing STAS 10617/2-84) of 75-80 mm will be used for drilled drains without casing. PVC or PE nonperforated rigid pipes (STAS 6675/2-92 or DECIZIA no. 33/2004 (replacing STAS 10617/2-84), of 110 mm will be used for drain ends. c. Concrete precast pipes Concrete precast pipes with round section D = 1000 mm, STAS 816-80 are used for the construction of drain manholes. Geotextile materials

It is recommended to use geotextile materials with the technical characteristics as indicated in the detailed drawings, to provide reverse filter 3.2.8. Bridge works Concrete

When executing concrete works, the following regulations must be observed: the specifications under annex I.1, I.2, I.3, I.4, I.5 and I.6 of “Practice Code for the execution of concrete, reinforced concrete and prestressed concrete works” NE 012/99 approved by MLPAT by Order 59/N from August 24th 1999 and the provisions of STAS 10111/2-87 and SR EN 1504/1/2002 and SR EN 206/1/2002. The concrete class is set on the basis of the characteristic strength f.ck.cil (f.ck.cub) which is the compression strength in N/mmp on cylinders of ∅ 150/H300 mm or on cubic samples 150 mm of side at 28 days; under the value of this characteristics strength only max 5% of the results might be met. The samples will be kept according to STAS 1275/88. The construction elements of the substructures will be made up of simple or reinforced concrete with the minimum class of the concrete as in the following table.

SUBSTRUCTURES

Crt. no.

Construction elements Minimum class

1 Lean mix concrete C6/7.5 2 Concrete filling( caissons) C8/10 3 Simple concrete foundations C8/10 4 Bearing foundations C12/15 5 Reinforced concrete foundations, caissons ( walls + pads) C12/15 6 Indirect foundations( columns, basement) C16/20

7 Massive abutments

- elevations - bench, guard wall, wing wall

C12/15 C12/15

8 Frame abutments, including guard walls and wing walls C16/20





9 Massive piers - elevations - bench

C12/15 C12/15

10 Lamelar piers C16/20 11 Frame piers on 2 poles C16/20 12 Piers on pole C25/30 13 Reinforced concrete in bearings C16/20

For the reinforcement elements of the superstructures are to be used concretes of minimal class as in the following table.

SUPERSTRUCTURES Crt. no.

Resistance elements Minimum class

1 Massive elements of simple concrete and reinforced concrete C12/15

2

Tubular culverts and simple or reinforced concrete superstructures

- monolith poured - precast

C12/15 C16/20

3 Prestressed concrete superstructures C25/30 To ensure the durability of bridges, the design has taken into account the regime of exposure and the nature and degree of the environmental aggressivity according to the Practice Code NE 012/99 chapter 5 - Demands regarding the concrete features and Annex I.2 The materials used for concretes are:cement, aggregates, water, additives and admixtures. The cement should satisfy the demands of the national standards or professional standards. The usual types of cement may be classified according to SR EN 197/1,2-2002, SR 3011/96, and SR 7055/96. The usual types of cement, their parameters, the field and conditions of applicability are described in Annex I.1 and Annex I.2 of Practice Code NE 012/99 and NE 013/02. Aggregates are resulted from natural crushing and/or breaking of rocks and they shall satisfy the requirements foreseen in SR EN 12620/2003 (STAS 1667/76) and SR 667-00. The mixing water used for concrete preparation may come from the public water system or from another source but in this case it has to fulfill the technical conditions of SR EN 1008/2003. The use of additives at the preparation of the concrete is compulsory in the situations mentioned in the following table.

Item Category of concrete Recommended additive

Notes

1. Concrete exposed to repeated Freezing thawing

air simulator





2. Concrete with reduced permeability

water reducer - plasticizer

as the case may be: - intense reducer - superplasticizer

3. Concrete exposed to intense and very intense aggregation

idem as the case may be: - intense reducer - superplasticizer - corrosion inhibition

4. Resisting concrete of class C 12-15 and C 30/37 included

plasticizer or superplasticizer

Concrete settling: T3-T3/T4 or T4/T5-T5

5. Monolith concrete class ≥ C 35/45

superplasticizer - intense water reducer

6. Fluid concrete - with settling of T5

superplasticizer

7. Massive concrete Concrete poured by special technology (vibration)

(Plasticizer) Superplasticizer + Hardening retardant (retarded)

8. Conncrete poured on warm weather

Hardening retarded + Superplasticizer (Plasticizer)

9. Concrete poured on cold weather

anti-freezing + hardening accelerant

10. Concrete with high resistance on short term

Hardening accelearant

Even if they are not mentioned in the table, when the constructor needs a certain

type of additive, he will ask the engineer’s approval and their inclusion in the execution documentation. The type of additive or combination of additives will be decided by the engineer, constructor or supplier of the concrete taking into consideration the recommendations in the table, ANNEX I.3 and ANNEX I.4 - point 3.2.2. from the Practice Code NE 012/99 and for the precast units NE 013/02. When executing concrete works, the following standard and nomatives shall be observed: - Practice code NE 012/99; part A and part B and NE 013/02 - standards: STAS 10111/1-77, STAS 10111/2-87, STAS 1844/75. Steel

The steel concrete must fulfill the technical conditions mentioned in STAS 438/1-89, STAS 438/2-91 and SR 438/3-98. The types usually used and the range of applicability are shown in the following table, corresponding to the provisions of the Practice Code NE 012/99.





Type of steel Symbol Field of application Round smooth bars STAS 438/1-89

OB 37 Strength reinforcements or construction reinforcements

Drawn smooth wire of reinforced concrete STAS 438/2-91

STNB

Welded wire fabric for reinforced concrete SR 438/3-98

STNB

Strength reinforcement of welded wire fabric or welded carcasses; repartition reinforcement

Steel products for reinforcement of the concrete. Steel concrete by periodical

PC 52 Strength reinforcement for concrete of min C 12/15 (Bc 15) class

structure STAS 438/1-89

PC 60 Strength reinforcement for concrete of min C 16/20 (Bc 20) class

The reinforcement that is part of the pre-stressing cables shall be made up of concrete and prestressed concrete wires Ist quality and having the characteristics specified in STAS 6482/1-73 and STAS 6482/2,3,4-80. Metal For the execution of the metallic superstructure elements of road bridges, the following types of steel may be used: - OL 37 EP and OL 52 EP according to STAS 12187/88; - OL 37-4k and OL 37-3k according to STAS 500/1-89 and STAS 500/2-80. - OCS 1, OCS 2 and OCS 3 according to SREN 10113/1 - 95; - OT 50.2 according to SR-ISO-3755/94; - OLC 35 N according to STAS 880/88; - OLT 35 according to STAS 8183/80. When designing, constructing and accepting the metallic superstructures of bridges, the following standards shall be observed:

- STAS 1844/75 Metal road bridges. Design prescriptions. - SR 1911/1998 Rail metallic bridges. Design prescriptions. - STAS 9330/84 Railway and road metallic bridges. Jointings with pretensioned

screws of high resistance. Design and execution prescriptions. - STAS 3461/83 Railway and road metallic bridges. Riveted super-structure. Execution

prescriptions. - STAS 9407/75 Metal bridges for railway and road. Welded superstructures.

Execution prescriptions. - STAS R 8542/79 Steel choice for metallic constructions. - STAS 12187/88 Thick steel sheet-metal for the main elements of bridges and

viaducts. - STAS 500/1-89 Steel for general usage in constructions. Quality technical conditions. - STAS 500/2-80 Steel for general usage in constructions. Brands.





Pavement covering of bridges

The way from the carriageway of bridges and from sidewalks is constructed at hot temperatures of mixtures prepared with natural aggregates, filler and non-paraffin bitumen for roads and the following provisions shall be observed: - 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 quality conditions.

- Indicativ AND 546/99 - Normative regarding hot execution of the bituminous coverings for the carriageway of the bridge, published in the Technical Road Bulletin no.15 from 2002.

The types of mixtures are those from the table.

Item

The type of asphalt mixture Symbol

The max. dimension of the granule

The field of application

1. Rolled asphalt concrete with pure bitumen

BAP 16 Carriageway covering of the roadway bridges

2. Rolled asphalt concrete, with modified by polymers bitumen*)

BAmP 16 Carriageway covering of the roadway bridges

3. Poured hard asphalt ADT 8 Covering to the bridges with concrete plate

4. Poured asphalt AT 7 Covering on side walks 5. Poured asphalt mortar MAT 5 Waterproofing protection

or equalizer layer of the bridges carriageway

Bridge equipment

The bridge equipment is made up of the elements necessary to preserve bridges and assuring a satisfying exploitation level. The materials used shall comply from the qualitative point of view with the conditions specified in the project, namely: - steel shall correspond with the conditions from the project or it shall be similar in

quality and most of all it can be welded; - the precast concrete shall have the class specified in the project or minimum C 16/20

(Bc 20); the type of paints used for the protection of parapets will have to be approved by the

client; metallic bearings will be made up of materials that satisfy the minimum quality

conditions foreseen in STAS 4031/77 and STAS 4031/2-75, and for hooped elastomer bearings, the quality of the material shall be in accordance with STAS 10167/83;

- the water outlet devices are generally precast according to STAS 4834/86 and are mounted on the superstructure in such a manner so as to make possible the water outlet without infiltration in the body of the structure;





- parapets (railings) shall be made in conformance with STAS 1948/1-91 and SR 1948/2-95;

- kerbs for sidewalks shall be of precast concrete or of stone elements according to STAS 1139-87;

- the waterproofing may consists of: - liquid foil, fast hardening; - waterproofing membrane. The control of the specific physico-mechanical or chemical characteristics is made observing the following standards: - SREN ISO 527/1-00 Plastic materials. Determination of the tension features. Part I.

Generalities. Strength and elongation at break. - SR 137/95 Bitum waterproofing materials. Regulations and methods of control. - STAS 5690/80 Plastic materials. Determination of water absorption. - Order MT 497/98 The normative for the characteristics of the unparafinous bitumen for

roads. - SR-ISO 2409/94 Varnishes and dyes. Determination of the film adherence on the

support. - STAS 6615/1-74 Adhesives based on elastomers. Viscosity determination. - STAS 9199/73 Bituminous mastics for insulations in constructions. Methods of

analysis and test. - the devices for covering expansion joints used on road bridges shall assure: the free

movement of the decks ends in the joints, the continuity of the carriageway on the expansion joints zone, tightness at leaking and water infiltration.

The testing of the physico-mechanical and chemical characteristics is made in conformity with the following standards: - SR ISO 7619/01 Vulcanised elastomers. Hardness determination in Shore A hardness

degrees - SR ISO 37/97 Vulcanised and thermoplastic rubber. Determination of stress-strain

characteristics at traction - SR ISO 1817/00 Vulcanised rubber. Methods of testing the actions of liquids - SR ISO 188/01 Vulcanised elastomers. Accelerated ageing testing - SR ISO 812/01 Vulcanised rubber. Determination of brittleness temperature - STAS R 9449/74 Vulcanised elastomers. Determination of ozone cracking resistance

under static conditions - SR ISO 815+A 1/95 Vulcanised rubber or thermoplastic. Determination of remanent

deformation at compression and deformation at environment high or low temperatures

- SREN 10002-1/95 Metallic materials. Testing to traction. Testing method (to the environment temperature)

- SR 13170/93 Metallic materials. Impact bending test. Special test specimensand estimation methods

- SREN 10045-1-93 Metallic materials. Impact bending test on the Charpy test specimen. Part I: Testing method.





Section 2 - Construction requirements

3.3. Construction requirements 3.3.1. Earthworks The general technical requirements of the soil quality used at earthworks are established according to STAS 2914-84 previsions. Slopes protection requirements are executed for avoiding water flows, erosions and of the possible maintenance loosing phenomena, according to the previsions of STAS 2916-87. The mechanized execution of the road earthworks and of their quality survey will be realized according to previsions of the Indicative C 182-87. At excavations execution on narrow surfaces (for drains, culverts, etc.) will be provided the previsions of “The normative regarding the earthworks execution in order to realize the civil and industrial works foundation”, C 169-1988. Before starting the earthworks, the following preparation works : deforestations, land cleaning, vegetal soil cleaning and storing, the road area leveling.

The earthworks executed on different technologic alternatives, depending on working different requirements, on technical endowments or endowment alternatives and execution technologic development. 3.3.2. The main and foundation layers

The execution previsions of the main and foundation layers executed of rigid and

non-rigid road systems structure will be according to the previsions of STAS 6400-84. The execution of foundation layers begins only after the earthworks surveying, according to STAS 2914-84, in case of their direct execution on road bed or after the reception of the foundation sublayers of the superficial layers, if one of these mentioned layers are provided on the road system. After the foundation reception layers, the main layers will be executed. 3.3.3. Macadam

The execution previsions of the macadam used as main layer or as asphalt covering

will be according to previsions of SR 179:1995. The macadam executed of a mono-granular grade, of crushed stone, rolled to it fixation, wedged with split or crushed stone uniformly developed, wet and wedged till clenching, following the reminded holes filling with sand and ballast and continuing the rolling to the final junction. The macadam used as layer will be protected by double, bituminous treatments, according to SR 599:2004. 3.3.4. The main layers and bituminous layers of medium–hard and hard macadam





According to SR 1120:1995, the bituminous macadam will be executed on foundation and main layers, which must be prepared and consolidate according to STAS 6400-84, SR 179:1995) and left in the traffic for minimum a month. The bituminous macadam execution executes on the road entire road length and on the entire traffic deviation. On foundation prepared according to the above mentioned procedures, the crushed stone layer will be settled as smooth as possible in order to achieved the mineral frame (according the table no. 2 from SR 1120:1995) and will be dry rolling in order to assure stone good junction on the layer. According to the mixture used for penetration and for the penetration number, the bituminous macadam is: - medium-penetrated penetrated macadam with bitumen or bituminous emulsion - penetrated macadam with filler bitumen of mortar suspension - bituminous macadam as main layer. In the first 10 days, the traffic speed must be increased at 30 km/h. During the execution process, the medium-hard or hard bituminous macadam layers should be maintained by the Executant, especially 1 year, the quickly improvement of the dislevelments or damages will be executed as well. 3.3.5. Cement concrete layers executed on settled shutters

3.3.5.1. Quality technical conditions for cement concrete layers executed on

settled shutters will be done according to the previsions of SR 183-1:1995.

The concrete cement layers will be executed on main layer or foundation made according to STAS 6400-84, usually settled on a single layer.

3.3.5.2. The road concrete categories, their numbering and the specific bending

strengthening are provided in the following table:

Road concrete category RîncK150 (MPa)

BcR 3.5 3.5 BcR 4.0 4.0 BcR 4.5 4.5 BcR 5.0 5.0

3.3.5.3. Preparation and placing of the cement concrete depends on the following

procedures:

a) Concrete preparation and transport; b) Execution of the cement concrete layer. The concrete setting will be done just with mechanic devices, excepting the narrow surfaces (curves high extension, small rays curves, declivities up to the working potential of the repartition device), to the settlement will be manual executed and consolidation using plates of vibrant beams (SR 183/1-95 - pct. 3.2.3.). c) Joints execution





In order to avoid the fissures due to the temperature and humidity variations, the unequal soil settlements and in order to avoid the execution requirements, the layers will be executed using longitudinal and transversal joints. The fresh concrete protection will be as well assured (SR 183/1-95 - pct. 3.2.5.). The emptiness from the joints bottom side will be filled since to the layer surface with an erosive product depending on joint type (ascorbith or bituminous mastic, neoprene or tire precast products). In order to assure the exploitation strengthening, the cement concrete layer will be avoided from the sodium chloride treatment (the industrial salt) during 5 years from the execution data. 3.3.6. Concrete cement layers executed on slipping shutters

Roads cement concrete layers, executed with slipping shutters devices, are according

to previsions of SR 183-2:1998. 3.3.7. Hot executed cylinder bituminous layers

Technical conditions for the execution and placing of the asphalt mixtures hot

executed will be according to previsions from SR 174/1-2002, SR 174-2:1997 (/A 91:2005) (for wearing and joint layer ) and SR 7970:2001 (for the main layer): The execution general previsions are the following:: - preparation of the support layer by confirmation of the support layer values , damages improvements, surfaces and of the working joints priming; - the asphalt mixtures preparation; - the asphalt mixture transport; - the asphalt mixtures placing. 3.3.8. Rough stone or boulders pavements

According to STAS 9095-90, the rough stone pavements or boulders will be used as

temporary layers and, previously, as main layer I order to execute the asphalt layers on two levels. The rough stone or boulders pavements and improved rough stone pavements will be executed according to previsions from point 3 and 4 of STAS. 3.3.9. Natural stone pavements. Ordinary, out of norms and pieces of pavements

SR 6978:1995 provides the execution previsions regarding the ordinary, out of norms

pavements and natural stone pieces. 3.3.10. Adjacent constructions for water storing and evacuation. Ditches, cassies, gravels

The STAS 10796/2-79 established the previsions for ditches, cassies, gravels execution within the road adjacent works, in order to store and evacuate the meteoritic waters and from the road, in order to avoid the road damages and the adjacent soils by waters standstill, washes or plashes.





3.3.11. The bituminous treatments

The bituminous treatments will be according to the previsions of SR 599:2004.

According to the indicative AND 556-99, are established the execution previsions for bituminous treatments hot executed with additive bitumen. According to the indicative AND 555-99 are established the execution previsions for bituminous treatments with bituminous emulsion of polymers modified bitumen. According to the indicative AND 545-1998 are established the execution previsions for bituminous treatments with uncrushed gravel pit aggregation with increased traffic. The project will establish what category of bituminous treatment must be applied. 3.3.12. Culverts

According to the “Normative regarding the soil matching of culverts specific culverts

for roads” indicative P 19-2003, the following are established: - culverts and culverts outlet, according to the “Normative regarding culverts and bridges hydraulic designing”, indicative PD 95-2002 - culvert class (sheared, type Π, tubular, slabed) - the culverts settlement on plan, longitudinal and transversal profiles ( culverts placing from the road, assuring foundations placing on established soil, etc.) - constructive previsions at soil adaptation (assuring flowing slope for the foundation plate, junction with the embankments, pipes crossing) - foundations soil adaptation (establishing the slope of main foundation and of foundation-elevation separation plane, establishing the stairs according to the raft slope). 3.3.13. Guardrails

According to STAS 1948/1-91, the guardrails are established on transversal profile,

out of the road platform width or within the shoulders width, according to STAS 2900-89 and to MT Order no. 45/1998. Guardrails setting, along the road, makes taking into consideration the road geometrical elements, the embankment width, slopes falling, close to waters flowing, close to the other communication ways, etc. The consulting of “The protection system catalogue for the roads and motorways traffic safety”, indicative AND 591-2005. 3.3.14. Construction requirements for consolidation works

•••• The retaining walls maintaining earthworks Operations description

Before the works begins, the working area will be signallized and marked adequate in order to assure the road traffic safety.





The working execution platform The working platform will have the project measures and will be executed from ballast or crushed stone. Excavation execution and shores reinforcing The foundation excavation made on alternate sections of maximum 6 m length, according to the project measures. The excavation will be mechanised and manual executed, at the reinforcing protection in order to avoid the possiblities to start some instability phenomena. Where the excavations execution asked the emptying of some present underwater networks (water, gases, electric plants, etc.) that will be in oder, measures to protect them against excavation damages must be taken, works will be canceled and the Beneficiary must be informed in oder to take the required measures. Since excavations are finished, the inspection record of the foundation level and of the foundation soil category must be elaborated. Working reinforcement ( at walls with reinforced concrete elevation) – For works reinforcement must be used the sealed nets or PC 52 or OB 37 concrete seel, fixed according to the principle “stick by stick”. Foundation concreting makes since the excavations are finished, the concrete filling adherent at the issued excavation walls. The supports demolation since those has been executed, makes since the excavation filled with concrete. - The placing of concrete realized constantly, on 20-50 cm thick to the level provided in the project, using the metal or wooden ditches, according to the concreting rules mentiond on NE 012-99 (part A) the Execution Code. The concrete vibrates. - The execution of foundation-elevation joint by execution of inverse slope shoulders and PC 52 (min. 4 pieces/m of wall ), ∅ min = 20 mm reinforcement whiskers. The concrete natural fall will be assured under 1.5 m width. The working joints will be avoided and since couldn’t, the joint treatment will be executed according to NE 012-99 (part A) Execution Code. The concrete minimum category must be C16/20. The concrete elevation (at concrete or reinforced concrete elevation walls) According to the elevation, the main operations are the following: - elevation of the shutter according to the project previsions; - catching of PVC type M ∅ 110 pipes on weepers, in order to assure the waters falling; - the concrete casting and vibration on wall’ elevation. The concrete class must beaccording to the execution project (min. C16/20). Since the concrete is casted on shutters, the follwing aspects must be taken into consideration: - dimensions from the plan; - the shutters execution properly to the levels provided in the project; - shutters smoothness and measures in order to maintain the shape and to assure tigtness; - assuring the device of the concrete consolidation; - maintaining the shutters cleaning, keeping them clear, if it is necessary.





In order to avoid some internal requirements as result of contraction, the concrete with agreggates with Dmax as big as possible and assuring T2 consistency (lucrability). The concrete removal makes according to the cement used at concrete fabrication and according to the envinronment temperature. The concrete removal will be carrefully executed, so that the borders and faces couldn’t be damaged. The concrete possible damages will be avoided. Execution of masonry elevation (at the retaining wall with concrete foundation and rough stone masonry elevation) Masonry setting - On the surface bounded in the layout, strips as masonry on vertical plan has been fixed. The hand lever and the lead wire are used at faces marking according to the masonry. On foundation surface cleaned by muds and other organic substances, M 100 cement mortar is settled. The face stones are chosen, providing the plane face and a depth perpendicular on it of almost 20-30 cm and are settled on line looking that joints must be as close as possible. Stones with less plane surfaces are used on wall intrados. Between the 2 faces are settled the stones staied from the 3/4 of the 2 leaved categories, preparing the tissued joints masonry. Over them, a mortar layer settles taking care that the mortar does not entered by the entire joints since it binds with the mortar from the base. In order to increased the cement quantity, as cement can be used C16/20 concrete made from aggregates since 30 mm. In this case, the stones from the 2 faces, will be placed at distances allowing the concrete joints penetration, respecting the same condition – the concrete casted on previously layer binds with the concrete casted over the stored stone layer. Must be taken into consideration to set up the weepers pipe or shutters with taper for an easy concrete removal. Masonry will be executed on metalic movable scarffolds fixed at an agreed hights in order to make easy the masonry execution. Surfaces meeting water will be covered with cement mortar in order to make them impermeable. The drain ditch and the wall beam will be mashed off with cement mortar. The seeing face will be joint with cement mortar having the same mark with masonry. Drain execution behind working

In order to protect working against water infiltrations realized behind it using a collector drain which evacuate awters by work’s weepers. The proper drain realized from the crushed stone masonry, gravel or ballst according to the details mentioned on execution project. The drain filling provides covered on geotextile filter. The geotextile filter setting made so that the bands must be overlapped on min. 20 cm., avoiding that the sand enter on drained field. We asked that the shore bands must be mechanic sewing; in this case, their overlapping could be of (2-3) cm or according to the technology of the geotextiles executant. At the upper side, the drain closed with road system layers or with well reinforced cley plug.





•••• Gabbions retaining walls Operations description Execution of gabbions elevation

The main operations for gabbions elevation execution are the following: - execution of gabbions sweeper; - execution of stone masonry on made boxes. Gabbions making - Gabbions are made of Z 50x3.15x1000, 1500, 2000 - STAS 2543-76 zinc wire net according to gabbion width of 1000, 1500, 2000 mm. In order to assure the gabbion indeformability, it is strenght with ∅ 12-16 mm concrete steel frames pretected with anticorossive painting and anchores (joints) made of ∅ 4 mm zinc wire. Nets, frames and gabbions are catched with ∅ = 3.0 mm.soft zinc wire. Gabbions filling makes with frost resistant rough stone or with river stone having dimensions between 120-250 mm dry, well catched stone. Gabbions filling is “in situ” executed, by rough stone improvement or boulders setting on wire baskets are provided attached and catched one to another with wire. Where gabbions are made of out of their final setting, before works started, the Beneficiary agrees his delegate loading devices, transport, gabbions raising and setting. The rough stone setting on made boxes At stone setting on gabbions, takes the right measures that the parameter must be realized with bigger dimensions stone. •••• The earthworks reinforcement with drilled piles or with injected small-piles 1 - Earthworks reinforcement with injected small-piles Operations description Preparation of working platform and work marking

- Before work beggins checked if on execution placement, the various open or ground wire. Since these already exist and are affected by works execution, before starting the boreholes execution, their deviation begins.

- Work reservation will be cleaned (the possible extract trees root and the removed vegetal layer).

- The working platform will be well reinforced, having the access slopes. The platform level after the reinforcement must be accortding to the project level.

- The reinforcement of shutters borders makes according to an established markes, according to the distances between the lines provided in the project and borders marked by wooden legs. Boreholes execution - The boring executes by devices that assued the diameter, length and bores slope according to the project previsions. - In order to avoid the possible fall of bores wall, especially on instability areas, the bores has the pipe shape. - The executed boring diameter will be according to the project, but > 130 and < 300 mm or according to the previously site previsions.





- The boring work begins since the boring and the auxiliary plans are fixed and since the technologic samples execution begins as well. - The working execution makes on traffic flux, by plant retreating, avoinding to pass over the already executed works. - The boring executes the following operations: = The plant pressing for each boring place = Suppling with a required number of bar sections = Assuring the verticality or the slope of boring bar (according to the project). - If during the boring works is noticed that the soil lithology contains local notable diffrences as those mentioned on the geotechnical borings, the Designer will be informed and he makes the possible soil matching according to the site previssions. - Since a borehole couldn’t be extended or finished it will be filled with very fluid C6/7.5 concrete and will be reinforced since the activity will be replaced. - The soil coming from boring will be constantly realised. - At each boring operation its technical sheet will be written according to the Previssions from GP 113/2004 (replaced C 245-93). - The site management answered by the skilled staff training, before execution begins. Is strictly forbbiden to work with unqualified or wrong qualification staff, because the quality of small piles execution depends strictly by this think. The reinforcement execution and introduction on executed borings - The reinforcement for each borehole is made of PC 52 steel boxes according to the project diameter being fixed on boring hole using the plastic or metal spacers. The elaboration made on plants at the diameters and dimensions provided in the project. - Since bars are joint, it will be realized out of the contact area with sliding surface by their overlapping and wealding by double wealding seam. - When bars are joint and weald, the previssions of Requirements C 28-83 will be fullfilled. - Where the reinforcements will be executed and fixed, the previsions from the “Practice code for the concrete and reinforced concrete works execution” indicative NE 012-99 Part A, approved by MLPAT by Order no. 59/N from 24th of August 1999. - Since the frame is made of many bars and it couldn’t be directly manipulated, it will be provided at the bottome side with a catching device according to the project adequate detail, in order to sustain the frame during manipulation and introduction using a crane. - Before starting the reinforcement (the frame) in the borehole, it will be cleaned using a wire brush in order to reduce the rust, the grassy maintaining substances, the foreign bodies, the mud. Lower pressure injection

- Suspenssion injection makes starting from the borehole base, by a plastic pipe especially fixed on reinforcement according to the project details or directly placed in the borehole. - Injection makes in one or 2 stages, as following: stage I: borehole filling injection, without pressure - since suspenssion losts in the

borehole are not detected.





It will be executed simultaneous with the protection pipe removal. stage II: at 4-5 hours from the 1st filling injection, other injection lower than 5 atm. - since

suspenssion removals within the borehole are noticed since from the 1st stage. The suspenssion within the borehole is charged using a filling injection to the

level provided in the project. The suspenssion network at injection concreting, strenght from an execution unit to another according to the self execution technology, depending directly on used devices. This network will be provided in the operational procedure according to this working category, the procedure belonging to the quality safety plan, which must be approved by the Beneficiary, the Designer and the working execution Technical Manager. When injection executes on aggressive waters soils, at networks execution will be taken into consideration the previssions of NE 012-99 (part A), especially regarding the used cement category. •••• Embankments reinforcement with bored piles or with injected small piles 2 - Earthworks reinforcement with bored piles (columns)

Operations description The working platform execution

The platform to which the columns will be executed according to the level mentioned in the execution project. Collumns (bored piles) provided on 2 lines, the working platform width is of 5-6m and is made by a single ballast layer of 30 cm width. The operations executed for the working platform execution are the following: - marking the working platform; - soil transport in the storehouses; - ballast spreading; - ballast weating and reinforcement. On the working platform will be marked and settting out the collumns following to be executed. Marking and settting out the collumns axle will be visible executed, according the levels mentioned on execution details. Collumns excavation (bored piles)

- Columns will be executed by retirement, the traffic is not allowed over the columns at least 3 days from concreting. - Collumns (bored piles) are strongly accomplished with retrievable pipe plants. - The material excavated on collumns will be urgently evacuated, its storing on working area being strictly forbbiden (these storing places being one of sliding sources). Collumns reinforcement (bored piles)

The column reinforcement (bored piles) makes with circular boxes made of strenghtening longitudinal piles, of PC 52, strenghtening rings, binding hoop and spacers of OB 37 and consists of: - execution of reinforcement boxes and their placing transport - box slowly starting up within the pipe using a crane and its placing so that it shoudn’t slide during the reinforcement.





In order to the ultrasonique surveing, 3 metallic pipes with internal diameter of 2”(2 x 25.4 mm) inside the strenghtening ring, at equal distances. Collumns reinforcement (bored piles)

If water is present or out of borring whole are 2 casting technology : “under water” or “drying”. Both technologies required the following execution stages: - concrete casting of fluid consistency with T4 lucrability at casting place - accelerate retirement of concreting pipe from the retrievable pipe of the bored plant, since concreting develops. The lower head of concreting pipe could not be more than 1.50 m up to the drying concreting casted concrete and 1.50 m on under water concreting casted concrete. During casting process, the recuperable pipe of boring plant does not be increased up to the concrete level. In order to fill with concrete the area pevailed as result of increasing the retrievable piping, the poured concrete will be reinforced using pipes by left-right and up-down on vertical circular movements. When concreting operation stops, the poured collumn head must be up from the levels provided in the project: - 0.50 m at “drying” concreting - 1.00 m at “under water” concreting. The additional material which is not according to the required quality previsions will be previously removed by demolition. Foundation plates excavation

Foundation plates excavation makes at each plate (each foundation plate, being followed by its reinforcement and concreting) and will be executed according to the manual. Foundation plates reinforcement

Usually the foundation plates reinforcement makes OB 37 concrete-steel “pile by pile”, of diameter and of distences provided on reinforcement drawings from the execution project, but it can be also realized with manufactured boxes. Within foundation plates reinforcement are also included the junction catwhiskers getted out from piles body. Foundation plates casting and elevation execution

The concrete pouring on foundation plates and on elevation makes directly from the transportation machines using metal or wooden ditch, so that the concrete does not falling free on a high > 1.50 m. The concrete vibrates. The elevation executes in the following stages: - elevation reinforcement - PVC pipes setting up for weepers - elevation concrete forming - concrete casting and vibration leaving the empties for the parapet setting - metal parapet setting with double ledge.





Filling execution of elevation back On entire working place of the elevation back, the drained filling will be executed until under the road system, well reinforced. The water stored by the drained filling will be evacuated by weepers upstream to the work. •••• Drains cleaning on excavation and bored drains 1 - Drains on excavation

Operation description Excavation execution

The excavtion executed mechanized or manual downstream to the upstream. The longitudinal slope of rigid foundation plate drain has values between (0.2...10%) according to the relief requirements and assuring functionality. Slopes values are between (2...5%). The longitudinal slope of elastic foundation plates are provided according to the relief previsions and functionality between 0.2% and maximum allowed slope for protected gravels and ditches according to STAS 2916-87, pct. 22. Before working begins, the following measures are taken into consideration: - signalling the working area, according to the update requirements; - assuring the meteoritic waters flowing from the site; - cleaning and classification of the materials which intimate to slide from the slopes provided on working area or on the platform; - identification of the possible underground or air plants and of nominal unit in order to establish the requirements where works will be safely executed; - works settlement; - organization and supplying of the working place with required materials of 50%. During excavations the following must be taken into consideration: - does not damaged the present constructions and plants, both visibble or buried and laboured works from the neighborhood; - speed restriction of 5 km/ h demarcate by the sliding prism; - daily, before labour beggins and since will be stopped, the signalling system will be checked, supports and condition of the soil close to excavation in order to take the required measures and to avoid the possible falls and accidental dangers. Excavations executed with vertical walls, without the retaining walls, manual or mechanized, according to the following requirements: - soil is stable and with natural humidity; - soil is not fissured and is not exposed to vibrations; - the excavation sis not opened and filling operations executes in the same day; - in the limit of the prism fissure, the traffic is stopped, special executions or other supplies are not executed, it meaning an overloading; - the excavation depth is almost low, respective 1.0 m on very stiff soils and beated sands and 1.5 m on stiff consisntency soils. When excavation are mechanized executed and execution technology of clean filling is not required by the workers falling down in the excavation, according to the above mentioned requirements, the depth can be increased to 2.0 m less.





When the excavation depth is up to 1.0 m, respective 1.5 m, the excavations executed on slopes without supports touching max. 2.0 m depth or vertical, with walls fixed on entire depth. Excavations with vertical slope, on stable soil and very stiff or stiff consistency, executed as foundation of horizontal supports according to the execution project suitable to the soil right conditions. On soils influenced by the instability phenomena, the demanding loose soils (loesses, inconsistent cleys, etc.), water infiltration soils or mainly local requirements, of moderate depth, the retaining makes according to the execution project using frames and vertical piles (possible small-scale sheeting or sheeting) creating a continous and closed wall. The sheetings and small-scale sheeting are previously fixed (0.5...0.75 m) from the excavation level. The excavated soil will be stored at less 1.0 m from the excavation wall, while materilas will be stord at least 5.0 m. Those distances will be half increased since excavations for drains dranage, which, ussually, has depths lower than 2.0 m. When cables, pipes, archeologycal soils, etc. are carrefully executed, according to written requirements, by plants Executant, possible under surveying of the unit Delegate. During excavation execution, the underground plants are descovered, works are immediately stoped and their identification etablished and the Executant informed. Works are taken since each danger was removed and unit Delegate estimate the works. Foundation plants drain executed on more than 3 sections of 4…6 m length, from downstream to upstream, assuring waters permanent flow from excavations by natural fall. Excavation execution at the following section will be executed after the 1st section is filled at half from it depth. Supports demolation makes during drain body execution. Since excavations are mechanized executed, the excavation and filling works are succeded so that the excavations are not opened since at the end of the day. This technology applies at drainage drained provided with drainage, striate, holed pipes and drained body of gravel and ballast and finallya geotextile filter. In case of drains settled back to the maintenace works, the excavation executed manual or mechanized in the same time with excavation execution of supporting work section, with or without supports according to the soil and excavating depth. Execution of drains body

The body of catching drain of waters infiltration or falling level of the underground bed is made of ditch, raft, drained filling, geotextile material and closing haed. The evacuation body contains the same elements, excapting that the cleaning filling can be executed on increased high. Drains raft can be rigid or elastic. The rigid raft execute from C 16/ 20 concrete category with ditch in the middle, included on provided soil less permeable or practically permeable, with medium comprehenssibility, increased or practically incomprehenssible. The transversal slope purposed being of (2...5%) to the ditch. Waters storing and managing to the rigid raft drains is gravitational assured by ditches provided with half-circular heads, dry masonry or striate pipes.





The elastic raft executed by the reinforcement of the soil from the base of the drain excavation or in case of perfectly drains or, in case of imperfectly drains, 1 ballast layer of 20 cm thich will be executed. Waters storing and managing on darins with elastic raft executes by the drainage pipes with foundation (support) of striate pipes, made of PVC directly settled at the excavation base, in case of perfect drains or on balalst layer of 20 cm thick, in case of imperfectly drains. The setting of geotextile filter makes so that the bands can be overlapped on min. 20 cm, so that the soil does not entered on the drained body. At the bands bottome recommends that at those must be mechanic tissued, in this case their overlapping could be of (2-3) cm or according to the technology of the geotextiles Executant. Materials falling on excavation makess using mechanic devices or on ditches. The ballast, the gravel and the soil are sliden in the fissure and directly by throwing. The cleaned body executes by the reinforcemnt, on layers of (30...40 cm) thick, in case of ballast filling or by rough stone streghtening in order to avoid the head settings. The head filling reinforced on layers of (15-20 cm) thick at (90-95%) reinforcement level. The drains closing head can be made of : - the walled up ditch made of rough stone or cement mortar river stone as side ditch, ditch or gravel, on C 8/10 concrete layer; - ditch made of C 20/25 concrete slabs or concrete precast slabs, on C 8/10 concrete layer having weathered joints with mortar or bituminous mastic; - plug of argillous soil, well reinforced, protected with vegetal soil and seed. The sealing head is provided at entire drains, excepting the capture transversal drains, on the area from the raod carriageway, because they had the aim to collect the water from the road foundation, in this case the road layer represents the drain sealing head. Since the drains back from the supporting works, excepting the drain body represents some details: - The evacution of the water stored in the drain back to the retainig wall, as the elevation drain assured by weepers ussualy realized with circular section of 110 mm diameter, provided at less 2 lines, 2 on each line, at each wall section of 6.0 m length; - The dicth raft of the drain is provided with counter slopes which stored the water by weepers; - In case of the retainig walls from the cut and fill (embankment), with elevation of precast elements or masonry rock, the drain back to the wall made simultaneous with elevation increasing. In case of cut and fill retaining walls with concrete elevation, the drain back to the wall executed after the concrete removal, before it will be taken under charge. The acces in the narrow spaces, back to the wall can be allowed just at supports protection according to the project previsions. Simultaneous with the execution of the drain back to the retaining wall executes the back filling in order to be taken under charge. The filling executes on horizontal, well reinforced layers, in order to assure the value of the geotechnical indicatives taken into consideration at the retaining wall measures and at a reinforcement level higher than (90...95%).





The drain depth measues from the wall crest or from the slope edge excavation back to the walls since these is up to the crest level. The inspection chambers In order to control the working and the assuring of the conditions required to review and to maintain the drains, “ the inspection chambers” are provided, settled at (50...70 m) distance between them. In this respect, inspection chambers are also provided when the sense is changed and also at the crossing of the 2 or more drains. At the end of the upper inspection chambers are provided holes in order to assure the natural ventilation. Within the inspection chambers, the upstream dranage pipe must be of 10 cm atleast up to the downsteam drainage - evacuation pipe. The ventilation pits At the end of the upstream drains, PVC smooth pits of 110 mm diameter are fixed, the pits are prelucred at the upper head, to execute the holes in order to assure a natural ventilation, in C 20/25 concrete raft. The ventilation pits, the inspection chambers and the drainage heads are designed and executed in order to assure the functionality both of the gravitational drainage and the drainage by natural ventilation. The drain point

Each drain ends with a “drain point” having the aim to evacuate the stored waters in the drain and assured the requirements for maintenace and revision. The drain pit executes by a rough stone or by a river stone ditch on C 16/20 concrete layer according to the project previsions. •••• Drains waste in the excavation and bored drains 2 - The bored horizontal drains Operations description Execution of the preparatory works - Execution of the horizontal drains by drainage is followed by preparatory works, according to the executed drains class (from the surface or by curent or previously executed works): - execution of stored pits (of the reinforced concrete circular caissons) or of excavations for many supporting constructions mentioned in the project (drained reinforcement, retaining walls, etc.) following to be executed the horizontal boring and setting of the drains filtrate pipes; - the execution of the working platform for boring plant; - setting on the working platform of the boring plant on a wooden surface, putting drain on the place and assuring the stability during working time; - preparation of the boring instruments (cons, sampling tubes, the boring pipes or boring columns); - prepation of the filtered pipes sections and of joint elements; - improving the water evacuation from the storing pipe during drains execution; - assuring the supplying with electric plant of the boring installation and possible of the water evacuation pomps;





- execution of a roof over working point and its lightning in order to work in any atmosphere conditions and if it is necessary by night. Costs for these works (out of the main works) will be mentioned in the unitary cost of the bore reffering to the endowment of each tender participant. Bore execution. The execution procedure

According to the soil category (the granulometer composition, consistency, etc.) to which executed and also by the specific of the used works, the vibrant bored horizontal drain, the following execution steps will be executed: The execution of the horizontal bore by vibration-boring (vibration-penetration) with cone, that, after the boring column extraction successively with the cone, the drain fitter pipe will be fixed. This process is carried out at the execution of the horizontal drains by vibration-boring procedure on soils silty cley and sandy dusty increased consistency (Ic < 0.5) to which the boring walls stability maintains to the filtration pipe fixation (these startification requirements ussually met at stability works and at the reinforcement of the soils concered by istability). The procedure applies and at evacuation pipes and joint pipes setting amoung the storing pits. The horizontal bore by vibration-boring (vibration-penetration) with cone, the boring column being also used at the driving pipe, fixing the drain filtrant pipe; the driving pipe removed again the cone and the placed filtered pipe. The procedure applied at the horizontal drains execution by vibration-boring used at radial water catching that settled down on noncrossive aquifer layers (sands) where the maintenace of the horizontal boring walls is not assured. The horizontal boring by vibration-processing (vibration-penetration) with cone by strenght induction in the soil of the drain filtrant pipe, the procedure applied in case of water radial catching (both as water source and as falling mean of the underground water level) especially since the drains are settled on under pressure aquifer layers and having a raw granulometric composition. The filtrant pipes of the drains executed by this procedure carried out only by metal pipe with metal pipe with thiny walls (5 mm). The horizontal boring execution by ordinary boring or by protection casing percussion (by soil extraction, fixing then the drain filtered pipe). This procedure applies at the execution of the horizontal drains used at stability and reinforcement works of the instable soils, any soil category. At the entire above mentioned execution procedures, excepting the procedure regarding the introduction strenght in the soil of the pipe filtered by cone vibration-penetration, the filtered pipe diameter is smaller than the boring diameter with (40...50)% so that, since it is fixed, already exist the falling and the soil dilatancy (suddenly for the non-corossive soil, but the others with any cohession in time). During the vibrant boring procedure, the bored hole has the bearing to be curved down, due to the boring collumn self weight; in this respect is recommended that the boring execution started after the slope up inclination with 2o ... 3o m higher from the drain designed carriageway.





After the execution of each horizontal drain, the surface of the weeper remaind free by the drain filtrant pipe is sealed with cement mortar. During the starting period of the drain lucrability, must be executed by frequently cleaninig with under pressure water, in order to get hurry the inverse filter development, natural around the filtrant pipes, if these pipes were not covered on geotextile before being introduced in the borehole. The washing flow and pressure must be estimated according to the diameter and strenghtening of the filtrant pipe walls, to the holes diameter or to the apertures (slots) sizes and to the soil granulometer composition. In case of some soils succeptible to the lichefiation phenomena under vibrations, is not indicated the execution by vibrant-penetration of the horizontal drains used at the maintenace and reinforcement works of the soils prevailed by instability. 3.3.15. Construction requirements for bridges Foundations

Depending on the nature of the foundation terrain, bridge foundations may be direct or indirect. Direct foundations can be of surface (continuous or isolated under walls or poles, general invert foundations) or of depth (open caisson or air-compressed caisson foundations). Direct foundations are constructed as specified in “Normative for the execution and acceptance of open caisson or air-compressed caisson foundations” indicative CD 22/66. Indirect foundations are made up of large diameter drilled piles or straps. The following provisions shall be observed when executing them: - STAS 2561/4-90 - Large diameter drilled piles. General prescriptions for design, execution and acceptance.

- Technical instructions for designing and executing straps - P 106/85. When constructing the foundations, the provisions from the General Technical Specifications common to the art works - Indicative AND 590-2004 chapters 2 and 3 shall also be observed. Substructures

The substructures of bridges are made up of abutments and piers. The connection of abutments with embankments may be made by cone-quarters, wings or retaining walls. Substructures will have to observe the conditions specified in the design, STAS 10111/1-77 “Railway and road bridges. Masonry, concrete and reinforced concrete substructures. Design prescriptions” and the provisions from the General Technical Specifications common to the art works - Indicative AND 590-2004 chapters 4 and 5. Superstructures

Substructures and superstructures of bridges shall be constructed only based on a project drawn up by an authorized design unit and by strictly observing the provisions of the norms in force.





Also, superstructures shall have to observe the conditions specified in the General Technical Specifications common to the art works - Indicative AND 590-2004 chapters 6, 11,12 and 13. Bridge superstructures are executed with the help of temporary works that consist of: - scaffoldings and proppings for superstructure elements with beams and straight slabs; - centerings, scaffoldings and proppings for superstructures of bow type or vault. Formworks and their propping are constructed only based on projects drawn up by authorized design units in conformance with the provisions STAS 7721/90, Practice code NE 012/99 and Practice code for the execution of the precast concrete, reinforced concrete and prestressed elements NE 013/02, as well as the provisions from the General Technical Specifications common to the art works - Indicative AND 590-2004 chapters 7 and 8.

3.4. Normative references

When constructing oiler roads, the following are to be considered:

- STAS 2914-84 - Technical quality conditions of soils used on embankments - STAS 6400-84 - Execution prescriptions of the main layers and of the foundation ones that make up road systems, rigid and non-rigid - SR 174/1-02, SR 7970:2001 - Technical conditions for asphalt layers hot rolled and cylindered - SR 183/1-95 - Road covering of cement concrete - Department normative regarding the design of defence works of roads, railways and bridges against running waters and lakes - NP 067-02 - Technical instructions regarding the design, construction, review and maintenance of the drains for public roads - Guide for execution compaction in horizontal and gradient plane - GE 026-97 - Normative for the execution and acceptance of opened caissons and with compressed air - indicative CD 22/’06 - STAS 2561/4-90 - Large diameter drilled piles - Practice code NE 012/99 and Practice Code for the execution of concrete, reinforced concrete and prestressed concrete works NE 012/02. The normatives specified in Annex 9 and subsequent ones will be takn into account and put into practice. 3.5. Construction documentation

The execution (construction) works for oiler roads is according to the provisions of

the technical project and the execution details drawn up by authorized design units. Technical and execution projects shall be checked by authorized technical verifiers in conformance with Law no. 10/1995. 3.6. Permits and authorizations according to the current law

The following notices and agreements are necessary to have the projects approved:





- The notice of the main sequencer of credits regarding the necessity of making the investment

- Urbanism Certificate together with the location in urbanism plan, noticed and approved according to the law

- Notices regarding the provisions of utilities (thermic energy, methane gas, water, channel, telecommunications, etc.)

- Notice for the consumption of fuel (if necessary) - Agreements and notices for the environment and water protection - The Notice of the National Defense Ministry - The Notice of the Ministry of Administration and Internals - Building Authorization - The notices and agreements solicited by the Urbanism Certificate - Notice regarding the location of constructions, installations and advertise panels in the area of roads, on bridges, passes, viaducts and road tunnels (Order TM no. 571/19.XII.97 and Order no. 118/2002 of TM)

- Notice from the railway - Notice of water management - Other special notices established according to legal dispositions - Land holding, etc. 3.7. Inspections and verifications 3.7.1. Verification processes

According to Law no. 10/1995, the verification of projects for construction is done

only by certified specialist design verifiers, others than those who design the projects. The quality checking of constructions is compulsory and it is performed by investors through specialist form masters or through specialized consultancy economic agents. “Normative regarding the quality verification and acceptance of construction works” indicative C 56-85, comprises the main quality conditions that construction works must meet, as well as the verifications that must be performed in order to find out if the conditions have been met. For the category of hidden works not presented in this normative, the same general provisions shall be applied together with the quality conditions from the technical prescriptions specific to the respective categories. The verifications shall be performed as following: a) during execution for all categories of works that compose the objects of investments before these become hidden; b) when finishing a work phase; c) at preliminary acceptance of the objectives that is part of an investment objective. The verification and acceptance method of hidden works is done according to “Instructions for quality verification and acceptance of hidden works in constructions”, annex I.1 (C 56-85). The minimal determinant phases for various types of reinforcement works are next presented:





•••• Embankment propping with retaining walls - Location specification/restoration - Nature of the foundation soil, foundation level, shape and dimensions of the foundation, reinforcement, formworking at the first wall section

- Formworking, reinforcement, elevation concreting at the first section •••• Propping/Bracing on gabions - Location specification/restoration - Nature of the foundation soil, foundation level, shape and dimensions of the foundation, reinforcement, formworking at the first wall section

- Construction of the first gabions for every type of section (first member) •••• Embankment reinforcement with drilled piles and injected mini-piles - Location specification/restoration - Execution of the first pile (column)- reinforcement, concreting/first mini-pile injected - Formworking, reinforcement, concreting of the first foundation frame of the piles (columns)/injected mini-pile

- Formworking, reinforcement, concreting of the first elevation on the reinforcement foundation frame of the piles (columns)/ injected mini-pile

•••• Draining with drains in the dig hole and drilled drains Drains in the dig hole:

- Location specification/restoration - Execution of the first drain section (downhill) and also the outlet head Drilled drains:

- Location specification/restoration - Execution of the first drilled drain 3.7.2. Inspection procedures

According to Law no. 10/1995 and HG no. 272/1994 the state quality control in constructions regarding the existence and observance of the quality system in constructions comprises inspections at investors, at design units, execution, exploitation (usage) and after-usage of constructions. The quality state control in constructions is performed by The State Inspection in constructions, public works, urbanism and terrain arrangement. It supervises the observance of the legislative provisions concerning the quality in constructions during the whole phases, the content of the quality system and it takes notice of infringements, applying the sanctions specified by law; if the case requires, it ceases the inadequate works.





CHAPTER IV - ACCEPTANCE OF OIL FIELD ROADS

4.1. Documentation

According to HG no. 273/1994 regarding the acceptance of the “Surveying regulation

of the construction works and surveying of the afferent works” and to the “Normative for quality acceptance and surveying the afferent works of constructions”, indicative C 56-85, the Executant must communicate to the Investitor the date of the entire works ending, works which are provided in the contract, by a written document approved by the Investitor. The documentation contains the following reports: - for acceptance at works ending, the Committee provided the observations and the conclussions on acceptance report, example provided in the Annex nr.1 of the above mentioned Regulation (see Chapter 10 - Attachments). If the Investitor asked to the requirement in order to take a part of the execution before ending the entire work provided in the contract, a delivery and receiving document (report) between the Executant and the Investitor, providing the phase of the of the mentioned work, the maintenace mesures, as well as the mutual protection measures of the 2 sides activity. - for the final acceptance (at the end of the warranty time), the Acceptance Committee, will provide the statements and conclusions mentioned in the final acceptance document, model present in the Annex nr.2 of the above mentioned Regulation (see Chapter 10 - ANNEXES). The acceptancy reports at works ending will be distributed by the Investitor to the followings: a) executant b) designer c) the authorized pesson of the local public administration, emitent of the execution licence d) the authorized person of the local finaciar administration. The final surveying reports are revealed by the Investitor: a) the authorized pesson of the local public administration, emitent of the execution licence b) executant. 4.2. Construction manual

According to the Law no. 10/1995 regarding the constructions quality and HG no.

273/1994 concerning the approval of “Acceptance Regulation of the execution works and of the afferent plants”, the execution technical book is settled from the documants reagarding the designing, the execution, the surveying, the maintenance, the improvement and following the execution. The execution of the technical book elaborates by the Investitor and carried to the execution Owner, that has the obligation to perform it daily.





The technical book details before the final acceptance (model mentioned in the Annex nr.6 of the Regulation - see Chapter 10 - ANNEXES ) and includes the following: a) the entire documentation, containig the following chapters: - Chapter A: Designing documentation - Chapter B: Executing documentation - Chapter C: Acceptance documentation - Chapter D: Documentation regarding the exploitation, maintenace, improvement and

time action (also inclues the Events Record - see Chapter 10 - ANNEXES). b) summary containing the elements, the statistics sheet per object, the general shedule of the main documentation file and schedules copy including each file summary. The elaboration and realization of the technical book is obligatory surveyed by the: - final survey Commeetee of objects execution - the control authority authorized by the authorities having in this field very often responsabilities. The execution technical book keeps during the execution object maintenace since it is demolated, when is given to the archive of the administrative-territorial, in order to be stored. 4.3. Tests 4.3.1. Earthwork

According to the STAS 2914-84 the following must be taken into consideration:

Soil testing The foundation soil and materials to which the earthworks executed are studied and tested from the geologyc, geotechnic and hydrologic point of view, according to the STAS 1242/2-83, STAS 1242/3-87, STAS 1242/4-85, STAS 1242/5-88, STAS 1242/7-84, STAS 1242/9-76 and STAS 1709/1,2,3-90. Laboratory tests In order to establish the phisyc-mechanic aspects of the soils, the following aspect are determined: Item Features Testing name 1 Granulometric compozition STAS 1913/5-85 2 Non-uniform coefficient SR EN ISO 14688-2:2005 3 Stiffy limits STAS 1913/4-86 4 Frost-defrost sensibility STAS 1709/1,2,3-90 5 Internal friction angle STAS 8942/2-82 6 Cohession (if the maintenace testing is required) STAS 2914-84 7 The ungle of the natural slope of the material on dry

phase and at humidity on natural phase STAS 2914-84

8 The uncondined swelling STAS 1913/12-88 9 Contain on solvable salts STAS 7107/3-74





10 Organic materials quantity STAS 7107/1-76 11 The linear deformation and comprehenssibility level of

the foundation soil STAS 8942/3-90 STAS 8942/1-89

Maintenace of the reinforcement aspects established by ordinary Proctor testing, according to the STAS 1913/13-83 and according to the moisted field of Proctor curve. 4.3.2. Road pavement Weeper natural aggregates

The tested general aspects are according to SR 662:2002. Layers of natural aggregates or soils maintained with cement

The general aspects surveied, according to STAS 10473/1-87, are: Testing of the road layers quality maintained with cement are executed during the execution period, according to the Table 6 from the STAS. The reinforcement aspects of the main layers, of the foundation and capping layers are determined by modiffied Proctor testing, according to STAS 1913/13-83. Macadam

The general features surveyed according to the previssions of SR 179:1995. The main layers and bituminous layers of mediumpenetrant and penetrant macadam The general features which are surveyed (penetration, softening point, the granulometer contain, etc.) will be according to the previssions of SR 1120:1995. The cement concrete layers executed on fixed shutters

According to SR 183-1:1995, the surveyed general previssions and frequency of the materials of the road concretes (the cement watting time and the cement mechanic resistance, the wastes, granulosity, etc.) are according to the Annex A (Normative), while for the road concrete cement (lucrability, the comprehenssion and cross bending strenght, etc.) are accoring to the Annex B (Normative) of SR 183-1. Cement concrete layer executed on sliding shutters

The surveyed characteristics and testing frequency are according to SR 183-2:1998. The asphalt mixture (for wearing and junction layer)

The rules and methods of the asphalt mixtures aspect according to SR 174-1:2002, point 3, are the following: - elaboration of the preliminary study in order to establish the asphalt mixtures contain - the asphalt mixture features on samples taken during the works execution - testing the features of the executed bituminous layer. The testing categories and their frequency are provided in the Table 19 of SR 174-1. Asphalt mixtures ( for the main layer), are according to SR 7970:2001. Rough stone or boulders pavement The surveyed characteristics are according to STAS 9095-90. Natural (ordinary) stone pavements. The ordinary, abnormed pavements and blocks

The surveyed features are according to previsions of SR 6978:1995.





4.3.3. Bridges

Concrete

The concrete composition is established/verified by an authorized laboratory according to the Practice Code for concretes NE 012/99. The usual sorts of cement, their characterization as well as utilization conditions are presented in Annex I.1. and Annex I.2 from Practice Code NE 012/99 and NE 013/02. Reinforcements

The quality control of steel is made according to the provisions presented in chapter 17 from Practice Code NE 012/99 and annex 7.1 of Practice Code NE 013/02. Metal

Main materials as well as supplementary ones and connection means (rivets, screws or SIR) used for metallic superstructures of bridges shall be accompanied by quality certificates and marked by the supplier. The plant shall check the correspondence between the data comprised in the quality certificates with those from the product standards. The plant shall also check every 200 t (for works with steel consumption under 500 t) the supply, their quality by mechanical tests and the chemical analysis according to STAS 9407/75 paragraph 3.1.2.3 table 3 and SR ISO 14284-99 (STAS 2015/1-83 and STAS 2015/2-85). The results of the determinations will correspond with the following standards 500/1-80, 500/2,3-80 and STAS 12187/88. If the results of the mechanical and chemical tests are inadequate, the checking shall be done on every laminator from the batch where the tests have been extracted from; those presenting inadequacies will be removed. The supplementary materials (electrodes and welding wire) used shall comply with the provisions of STAS 1125/1-91 and STAS 1126/87. These will also be specified in the welding technology. 4.4. Acceptance of works at construction phases

The following laws and rules were taken into consideration for the provisions

regarding the control of the state on determinant execution phases: Law no. 10/1995 regarding quality in constructions, „Regulation regarding the quality state control in constructions” approved by HGR no. 272/1994, “Regulation regarding the determination of the importance category of constructions” approved through HGR no. 766/1997 and “Procedure concerning the state control during determinant execution phases for resistance and stability of constructions” drawn up by MLPAT and published in the Construction Bulletin no. 4/1996. “Determinant phases” are established by the designer of the project, having the approval of territorial inspection units and notice organizations for the constructions of all importance categories.





The results of the control and the decision adopted (approval or non-approval of the phase) will be written down in a verbal process drawn up with the authorized representatives of the contractor, of the investor and of the designer. 4.5. Acceptance of works for opening to explotation

4.1.1. Definition:

According to Law no. 10/1995 regarding quality in constructions, HGR no. 273/1994 regarding the approval of the “Regulation for acceptance of the construction works and afferent installations of these” and “Normative for quality verification and acceptance of afferent construction works” - indicative C 56-85, the acceptance of works represents the certification of their conception on the basis of the examination in conformance with the documents comprised in the technical book of the construction. The acceptance of constructions is made by investor-owner in the presence of the engineer and constructor and/or specialized representatives that have been legally designated by them The acceptance of construction works of any category is performed on new works as well as on interferences during time on existing constructions (major repairs, reinforcements, modernizations, etc.).

4.1.2. Phases:

The acceptance is performed in two phases: a) Acceptance at the finish of the works

The acceptance committee examines the following aspects: - the observance of the provisions specified in the construction permit as well as the notices and execution conditions - the construction operations in conformance with the provisions of the contract, of the execution documentation and specific regulations - the presentation paper drawn up by the designer regarding the way in which the work was constructed - the finish of all the works specified in the signed contract between investor and constructor and the annexed documentation of the contract. b) Final acceptance (when the warranty period expires) The final acceptance is convoked by investor in 15 days at most after the warranty period has expired. Those who participate at the final acceptance are: the investor, the acceptance committee designated by investor, the designer of the project and the constructor. The acceptance committee examines the following aspects: - the acceptance verbal processes when the works are finished - the finality of the works demanded by the acceptance of the finished works - the paper of the investor regarding the behavior of constructions during the warranty period, including also the flaws and their remedial works.









CHAPTER V - EXPLOITATION OF OIL FIELD ROADS

5.1. Surveillance of road behaviour

The Normative P 130-1999 concerning the surveillance activity of the time behaviour

of the executions, asked to the previssions of the Law no. 10/1995 concerning the constructions quality and “Regulation regarding the time surveillance behaviour, time interventions and constructions postutility”, approved by HGR no. 766/1997. 5.1.1. Current surveillance

The current surveillance accomplished by direct visual examination and with measurement ordinary amounts, according to the previsions from the technical book and from the specific technical improvements, on working and execution categories and has as aim to maintain the exploitation aptitude. The time surveillance is currently and special according to the water flows, seisms, etc. Measures executed by measuring and control device (AMC) and compared with the initial estimations. Reports will be elaborated, reports that will be provided in the Events Journal and will be included in the Execution Technical Book. In case that advanced (leading) damages of the execution structure are noticed, the Beneficiary asked an extended surveillance on the provided construction followed, if it is necessary, by a technical survey. The large survey has as object a detailed surveying, from the strenghtening, maintenace and road endurance and executed by an authorized experts in this field. The extended survey ends with a written report to which include observations, as well as, if it is necessary, the development of the general (previously) measures of the time behaviour surveillance. The written report will be provided (mentioned) in the Technical Book of the provided work. The recently following activities for the reinforcement works includes, according to the execution category, the following tests (surveys): •••• The earthworks maintenace with the retaining walls - visible (notable) changes surveys (rotatations, settlements) of the wall sections from the other sections; - surveying the actions of the possible out of law activities : excavations at the wall base in order to use the soil at the other activities; missing of the metal guardrails used to managed the traffic or of “guard rails” for the pietonal traffic); - surveying the earthworks cleaning of the wall foundation due to the natural or other causes; - surveying the exfoliations at the concrete surface, in case of the concrete wall - surveying the detachment (separation) of several stone blocks from the current masonry, in case of the stone masonry; - surveying the holes noticed at elavation-foundation joint; - surveying the waters evacuation from the drain from the back wall by weepers.





•••• The earthworks reinforcement with bored piles and injected small piles - surveying the visible movements of some sections different to the others; - surveying the earthworks cleaning at bearing foundation, including the injected small piles due to some natural calamities; - surveying some exfoliations at the concrete surface; - surveying the waters falling by weepers; - surveying continuity of the the road system in the raft area; - surveying the possible fissures in the road system in the raft area. Time surveyllance according to several topographyc marks on settings close to the work execution so that these can be affected by the other works or by the instability phenomena. The topographyc marks are fixed on the points marked on the situation layouts. •••• Gabbions supports - surveying the deformations of the gabbions which can’t be considered an offence; - surveying the presence of some out of law activities, missing the zinc wire or the steel from the gabbions; - surveying the soil setting of the gabbion sills limit, in order to maintain the slope in the early stage, in order to stop those limits erosion; - surveying the cleaning of the earthworks in the gabbion supports due to the natural calamities. The slliden deluvium back from the retaining gabbions must be regulary eliminate so that the entire material from the slope can be taken, which keep sliding by time. •••• Drains drainage in the excavation and horizontal bored drains - surveying the water falling from the drain since the area rains stoppes and also in the inspection pit; - surveying the time damages of the drain, including the damages coming from the offenced actions; - surveying the excavated drains, with an established under pressure water quantity for its debloking, in case of many rains, the water from the drain is missing. Time surveillance makes according to a topographyc supports fixed close to the reinforcement work so that these can be influenced by the other works of by the other instability phenomena. The supports will be settled according to a study elaborated at the execution placing finalized in a design. These elements will have a local levelment base and will be well protected and maintained. In case that the current executions are surveyed, since some damages are noticed, damages which ca affect the strenghtening, stability and construction durability, the work Beneficiary asked to the Designer an extended inspection on provided constructions, according to the article 3.1.9. from the “Normative regarding the constructions time behaviour” indicative P 130-1999 in order to take into consideration the intervention result. The staff authorized with recently activities will elaborate the reports provided in the Events Journal and included on Constructions Technical Book.





The ussualy survey makes 2 time per year at least : once in the spring and once in the autumn and always as result of some natural calamities at the entire works provided in this project. The works access in order to achieved the prevalent or special surveys made according to the labour protection norms, prevention and stopping the fires, the 1st aid rules, since the surveys has been executed. In case of increased hight at the upper side of the reinforcement works elements, at the next inspections will be taken into consideration by the vertical measures of the increased hight element or the topographyc elements will be settled at the new levels (providing in the events Book ), so that the results interpretation can be realized according to the corresponding referency terms: the last surveys executed before interventions beggins to be equalized with the 1st surveys executed suddenly after the intervention. In case of the bridges, a current surveillance of the technical stage will be executed, surveillance developed during the entire execution period, having a stable aspect. The technical stage of the current survey executed visual, by the direct monitoring and using several ordinary, of current usage measures, by an person named by the benefeciary asking with the execution survey. The following will be surveyed: - site removals; - opening or closing the dilatation joints; - fissures or cracks provided in the continuity area of the viaduct suprastructure, as well as on the abutment area; - shapes removal; - vertical or horizontal important deformations, or swiching - the noticed deformations as additional effects: strenghtening the platform heads in the abutments guard walls, bending (deforming) of the different devices (guardrails). The current survey results of the technical level are mentioned in the events journal from constructions technical book, according to the previsions of the norms C 167/83. 5.1.2. Special surveillance - after special evants, with significant effects on road behaviour during explotation (flooding, land sliding, etc.)

The special surveillance included the specific, regular, periodic investigations on

several parameters which are according to the execution or some parts of it, provided since from the designing phase or due to the technical survey. The special surveillance made since the Owner, other juridical perssons or interesting perssons asked, at works in execution, with a dangerous evolution or that are on special situations from safety point of view, as well at new constructions of special or exceptional importance (provided in the project). The special surveillance executed, on the established period, according to the project or of a specific procedure, by an authorized specialty technical staff. The reports mentioned in the Constructions Technical Book will be replacedelaborated. The Designer or the Expert analized the activity of special surveillance work and will inform the Investitors and/ or the Owners, by a written note, on the required norms.





CHAPTER VI - MAINTENACE OF OIL FIELD ROADS

According to the “Normative concerning the maintenace and improvement of the public roads”, indicative AND 554/2002, the maintenace works will be the following: - present, permanently executed; - regular (periodic), planified executed in order to increased the road structure wear. 6.1. Road maintenace in summer 6.1.1. Maintenace of road platform 6.1.1.1. Curent maintenace works of the roads platform can be: - works common to the entire roads: according to the Annex 1 and 2 chapter B/101.2.1, the road cleaning by the mud taken by the vehicles, the shouldesrs levelment, the holes removing by materials covering, etc. - works specific to the layer category: according to the Annex 1 and 2 chapter. B/101.1, the pavements maintenace depends on the road system (by the rolling layer). The maintenace of the asphalt pavements of the pavements with hydraulic liants and of the other pavements layer namely required the dislevelments and tracks elimination, stoppings, the fissures and crucks erossion, slabs improvement, etc. The previsions of the same normative and regarding the slopes maintenace will be regarded. 6.1.1.2. The periodical maintaining works, accoding to the Annex 1 and 2 chapter C/103-106, concerning the bituminous treatments, thiny bituminous layers, “in situ” reclamationof the asphalt and bituminous convoys. 6.1.2. Providing road water drainage

Accoding to the Annex 1 and 2 chapter B/101.2.2, assuring the waters flowing from the road area includs the cleaning and demolition of the ditches, culverts, elimination of the local fissures, improvement of the joints at the paved ditches, the drains pavements, etc. 6.1.3. Maintenance of road traffic safety facilities Accoding to the Annex 1 and 2 chapter B/101.2.3, the means maintenace in order to assure the traffic safety concerned at the vertical signalling (maintenace of the traffic signs, etc.) and horizontal (recosntruction and improvement of the road marking), at the maintenace of the km. and hm. Borders, of the directinal guardrails, of the protection guardrails, maintenace of the roads area and of the information regarding their achievement. 6.1.4. Providing road traffic aesthetic appearance Accoding to the Annex 1 and 2 chapter B/101.2.4, the assurance of the road cleaning and the oprtaional interventions, executed by the movable teams (cleaning the wastes and straw of the road area, cutting the grass vegetation, improvement or replacing of the missiong or damaged elements, etc.).





6.1.5. Bridges maintenace 6.1.5.1. The present maintenance works of the bridges

These are according to the Annex 1 and 2 chapter B/101.3 from the Normative AND 554/2002 and regards the road cleaning by mud and wastes, the cleaning of the outflows (outlets), cleaning the shoulders and oiling the devices of the metal supporting, isolated achievements at the bridge way, guardrails, footways, outlets, dilatation joints, cassies, quarter cones, the access stais, etc. improvements. 6.1.5.1 Periodical maintenance works of the bridges

These are according to the Annex 1 and 2 chapter C/112 (AND 554/2002) and regards the complete replacing of the road coating and on the guardrails, replacing the hydroisolation on the bridge, the footways improvement, borders and guardrails replacement, replacing the devices for covering the dilatation joints, replacing the damaged supporting devices, cassies improvement, of quarter cones stone rip raps, of the access stairs, the complete painting at the metal guardrails, etc. 6.2. Maintenace of roads in winter 6.2.1. Preparing of roads for the winter season

According to “The requirements concerning the protection of the public roads during summertime and wintertime, stopping the sliding and snowing”, indicative AND 525-2000 and to “The Normative concerning the maintenace and improvement of the public roads”, indicative AND 554-2002 Annex 1 and 2 chapter B, point 102, in order to assure the road traffic during the wintertime, the preparatory measures consist of: - road improvement (the water proofing of the carriageway, assuring the waters flowing, removing the obstacles that can cause the snow covering, signalling during wintertime) - fixing the snowing guardrails - bases preparation and taking the devices and equipments - the staff training - organization of the coordination and information activities, as well as the colaboration way between the road and railway units (if it is necessary) - the control regarding the execution of wintertime preparations. 6.2.2. Supply of antiskidding materials

According to the Instructions AND 525-2000 and AND 554-2002, concerning the increasing of the road traffic safety during wintertime, chemical materials (salt and salt solutions, calcium clor ), anti-derapant materials (sand, gravel, slag) provided with anti-agglomerate or antreated, or other defrozen materials are ussualy used.





On cement concrete sections, older than 5 years, the anti-derapant treated with anti-agglomerate are strictly used. Salt is no alloewd to be used in the first 5 years. The materials storing, according to their features, made in the warehouses, sheds or shelters for the granular chemical materials, on reservoirs for the free chemical materials and on open sky, silos or storing places for the anti-derapant materials. 6.2.3. Manual and mechanical snow removal

According to the Instructions AND 525-2000 and AND 554-2002, during softly snows, measures concerning the roads snowing prevention by devices inspection (medium-carried graders, blade tractor) and spreading the chemical and anti-derapant materials. Manual snow cleaning on narrow surfaces (guardrails, footways, km and hm signs, etc.) will be executed. In case that the snow stored on the road can’t be removed by inspection actions will be intervenced using the snow claening devices (blade unimogs and plough, bulldozer-excavators, autocutters, autograders and bulldozers). In order to drop the snows from the biggest distances , these devices are provided with turbo-cutters. In case of the dezasters as result of the dangerous methorologycal phenomenon are according to the previsions of AND 567-2002.





CHAPTER VII - CURRENT REPAIRS AND OVERHAULS

According to the intervention method, the improvement works can be: - RC current repairs (incomplete or totally compensation of the bearing capacity and of the roads wear; indicative AND 554-2002, chapter D, Annex 2 and indicative AND 514-2000) Current repairs (RC) refers at accidental works (imprevents after water flows, land slides, road accidents), executions of easy bituminous coats, rainforcement of the road system, additional bands (the 3rd band on slopes, for slowly vechicles), elimination of the dangerous points, crossections improvement, replacing the culverts damaged elements, etc. Bridges current improvemnts are according to the Annex 1 and 2 chapter D/118 from AND 554/2002 and refers at the infrastructures reinforcemnt, of the reinforced concrete elements and of the suprastructure precast concrete, etc. - RK overhauls (complete compensation of the phisical and moral wear or of the increased technical aspects of the road, indicative AND 554-2002, chapter E, Annex 2). Overhauls (RK) refers at the road line, embankments reinforcement, at the road systems rehabilitations, improvemnts of the deviations, bridges and overpasses reinforcent, bridges rehabilitataion, etc. 7.1. Normal exploitation time according to current law (HG no. 2139/2004) 7.1.1. According to HGR 2139/2004 „Decision concerning the approval of the Catalogue regarding the classification and normal exploitation time of the fixed centers”, the normal working time meant the improved operation time, from the economic point of view, the entrance values of the fixed centers close to be amortized. Consequently, the ordinary running time sincreased more than the physical lifetime of the mentioned fixed center. The expenses made at the fixed centers, has as aim to establish the opening stages, are considered the reparing expenses. Maintaining the lucrability of the fixed centers which can affect the life protection, the health and the environment (road, railway, air and naval transports, the execution devices and the country economy, the elevation plants, etc.) after ending the working ordinary lifetime can be executed according to a technical report elaborated by the qualified or by the technical survey experts authorized in the activity field of the fixed center. According to the “Catalogue regarding the classification and normal explotation time of the fixed centers”, the transport works (having the Code 1.3) has the following working time:





Classification code

The fixed centers name

The ussualy working time (years)

1.3.7 The infrastructe of the roads (public, industrial, agricole), avenues, streets and motorways including the entire accessories (footways, borders, parking, guardrails, marks, the traffic signs):

1.3.7.1 - of ballast, sand stabilized or macadam pavement 16-24 1.3.7.2 - with the asphalt concrete pavement or pavement on a thiny

foundation 20-30

1.3.7.3 - with cement concrete pavement 28-42 1.3.7.4 - the infrastructure of the forest roads 24-36 1.3.12 Accessories execution for the road, air, naval transport 24-36 1.3.17 Bridges, culverts, catwalks and viaducts for the railway and

road transports, viaducts;

- wooden 8-12 - masonry, reinforced concrete or metal 32-48

1.3.18 Tunnels 40-60 1.3.24 Easy constructions for the transports (blockhouses,

wearhouses, shelters, huts) 8-12

1.3.25 Other constructions for the transportswhich didn’t belong to 1.3. subcategory

20-30

The working ordinary period for the mentioned reinforcement working categories has been assimilated as following:

Classification code

Name of the fixed activities

Ordinary working time (years)

1.4.2.2 Eartworks maintenace with the retaining walls 24-36 1.4.7 Earthworks reinforcement with bored piles and injected

small-piles 24-36

1.4.2.2 Gabbions supports 24-36 1.4.2.1 (1.3.7.1)

Drainage with drains on excavations and bored drains 16-24

7.1.2. According to “The Normative concerning the maintence and improvement of the public roads”, indicative AND 554-2002, the ussualy working period for the road structure is the same to the usage period, in the ordinary exploitation period, from the road given to the traffic, as new, and to its openning in the 1st capital improvement (the initial working time) or between the 2 repairs.





Table1 provides the ordinary working time of the public roads per years (initial or between the 2 capital repairs), according to the road pavement and to the annual daily medium intensity expressed on vehicles: Table 1/AND 554/2002

Annual daily medium intensity on phisical vehicles

less than 750 751-3500

Item no.

Pavement category Ussualy working time expressed on years (the initial time or between the 2 capital

repairs) 1 Free stone pavements 30 25 2 Cement concrete 30 20 3 Bituminous pavements executed from the mixtures

with bitumen modified with polymers or from the mixtures maintained with fibres

- -

4 Bituminous pavements executed from the asphalt concretes or from the asphalt concrete or asphalt mortars on the crushed stone binder; asphalt poured on the crushed stone binder

16 12

5 Bituminous pavements executed from the asphalt concretes or asphalt mortars on pea binder; the poured asphalts

13 9

6 Bituminous pavements executed from the asphalt layers on prevailed netting stabilized with liants

8 6

7 Easy asphaltic pavements 7 5 8 Nets executed by complexe maintenaces, “in situ”

procedure or on centralized installations 3 2

Table 2 contained the ussualy working period of the road bridges and culverts, for the infrastructure and suprastructure according to the bridge or the culverts type. Table 2/AND 554/2002

Ussualy working period expressed on years (the initial working period or between the 2 capital improvements) It

em no.

Bridge or culvert type

Infrastructure Suprastructure 1 Wooden bridges and culverts, out of which : - fir tree wooden 8 4 - fir tree wooden with oak wooden infrastructure 16 4 - oak wooden 16 8





2 Combined bridges and culverts with masonry infrastructure, out of which:

- with fir tree wooden suprastructure 30-50 4 - with oak wooden suprastructure 30-50 9 3 Metal bridges 30-50 30-50 4 Concrete or stone bridges and culverts, out of which - with concrete suprastructure 30-50 30-50 - with masonry suprastructure (archs) 30-50 30-50 5 Bridges with composed suprastructures or executed

with special solutions (bracing wires, etc.) 30-50 30-50

7.2. Standards for planning repair works at roads and road structures

According to the Normative P 95-77, the standard service periods concerning the

usage of the fixed founds are provided in “The catalogue of damping service and normed service times of the fixed founds” approved by the Decrete no. 393/1976, in order to change and extend the Law no. 62/1968 concerning the damping of the fixed founds. The normed service times in order to establish the damping levels of the fixed founds, as well as for the difrent planning operations. The values of RK works obtains according to a bill, elaborated on work categories, according to the update legislation. RK bill value must be according to the value Normative, which represent a plafon which can be overtaken just on certain (particular) cases. On bill are not provided the capital repairs in order to improve damages due to the effect of several calamities. The normed cost of the capital repairs, coming from the multiple replacing values of the fixed found with the value normatice from the collumn 7 of the Annex 1(of P 95-77), meaning the limited value of the repair according to the prices from 1977. By the replacing value understands the entire expenses which will be given by the replacemnt, in good conditions, of the provided fixed found (estimated that the replacing value is equal with the inventory value). As result that the prices of 1977 are not according to the present reality being necessary that it must be reactualized. According to the Order no. 32/N/1995, MLPTL approved “The methodology for the evaluation of the buildings and special constructions from groups 1 and 2 of fixed centers”, indicative GV 0001/0-95 ((this method is an extension of 1964 methodology). The indicatives used on Methodology asked to be used in order to actualize the values of the buildings and constructions special executed and surveyed to the evaluation date. In order to appy the previsions from the Methodology has been republished The catalogues of re-evaluation of the Buildings and special Buildings of groups 1 and 2 of fixed centers”. On “Problems of constructions economy” no. 9/2005, elaborated by INCERC, the determination of medium indexes of buildings and special constructions are determined as result of prices and tariffes development at the level of the 3rd quarter of the year 2005.





7.3. Guidelines concerning overhauls of roads and ancillaries

According to the Normative P 95-77 the orientative specification of the contain of RK

works established what works must inclues a capital repair, represents a guidance at the execution of the daily surveys and used at the elaboration of RK bills. The mentioned works are orintative and are included in the Normative P 95-77, Annex 2, code 232. As result of the often surveys can issued that does not required that several works can be executed within RK, as also result that the execution of the other works provided in the Normative are required. The contain of RK works also found in the normative AND 554-2002, Annex 2, chapter E/120-122. 7.4. Planning and providing road overhauls

Planning of capital repair works (RK)

According to the “Technical normative of capital repairs at building and special constructions”, indicative P 95-77 and “Normative concerning the maintenace and repair of the public roads”, indicative AND 554-2002, the daily surveys will be executed, surveys that established if the overhauls are required. The working cycle between the 2 successive overhauls meant the time interval to which overhauls are executed. At the roads that touched the working cycle and to which the often survey consist that are in good conditions, the extension of the working survey will be required and the delay of the mentioned overhauls as well. The extension of the working cycle does not performed the proper descreased of the following cycle, prevaild with the provided period. Taking into consideration by the wear degree and the road technical level also asked the descreasing of the working cycle. The overhauls value, established according to the bill of quantities, must be lower than that resulted from the development of the valoric normative with the replacing value of the mentioned found. Norms for RK planning are mentioned in the Annex 1 of the Normative P 95-77. 7.4.1. Documentation of overhauls

The technic-economic documentation for the overhauls are technical works and of

special elaboration elaborated by the designed specialized (authorized) designing units. The documentation development made according to the point 3.5 from the present standard. The overhauls execution projects will be surveyed by the project authorized experts, while the technical-sanitary documentation is approved and authorized accoring to the Beneficiary requirements (OMV PETROM SA). The elaborated documentations and acts concerning the execution of RK works will be included on constructions technical book, according to the point 4.2 of the present standard.





7.4.2. Providing overhauls (RK)

According to the Normative P 95-77 the development and execution of RK works

makes by the units keeping the provided fixed centers, both on control and by specialized units. RK execution works are according to the previsions of the point 3.3. of the present standard. 7.4.3. Surveillance of overhauls execution and verification

According to the Normative P 95-77 the following and surveillance of RK execution works will be executed within the requiremnts and responsabilities established for the constructions-montage works, by the entire intereseted factors:beneficiary units, designing, execution works, the superior staffs, the finacing banks, as well as the constructions surveillance staff. The surveillance and inspection precesses for Rk will be according to the previssions from point 3.7. of the present standard. 7.4.4. Acceptance of works

R. K works surveillance are according to the point 4.5. and to the documentation

concerning RK (the surveillance reports) are according to the point 4.1. of the present standard.





CHAPTER VIII - CLOSING AND CASSATION

According to the “Regulation concerning the execution surveillance, time intervention and constructions postusage”, HGR no. 766/1997 and of the Law no. 10/1995, the constructions post-usage represents an element of constructions on safety, reconditioning conditions and reusage of the retrievable goods, as well as the wastes recyclation in order to assure the environment safety according to the law. The reintegration in the nature of the unused and non-recyclable wastes includes the usage of the rough materials wastes for fillings and the natural landscape in the area of wastes usage, by adequate slope constructions and afferent protection works, including the reconstruction of the vegetal layer and plantations. The activities and works development from the postutilization stage made according to the technical documentation, elaborated by the able authorities, according to the law. The oil way that is not necessary OMV PETROM SA can be carried out at the interested units (Cityhalls, the agricultural roads, etc.) according to the update legislation.





CHAPTER IX - FINAL RECOMMENDATIONS

Standards, normatives and laws used in the present standard are updated in may 2006. The users of the present standard must inform the list of the used documentations, taking into account by the issued modifications or fulffilments. The documentation previssions to which the documentation refer (standards, normatives, regulations, laws) also can be applied at the oil exploitation roads according to the Beneficiary approval.





CHAPTER X - ANNEXES





ANNEX No. 1 THE INVESTOR to the regulations

THE ACCEPTANCE CERTIFICATE ON THE WORKS COMPLETION

No. ................................. from ......................................

related to the work .........................................................................................................

.............................................................................................................................................................

........................... executed within the contract no. .......... of ....................., completed between

................................... for the works of ......................................................................

...................................................................................................................................................

1. The works were executed based on the authorization no. ........................, issued by

................................ on ............................, valid until ............................................

The acceptance committee developed its activity during the period of

................................, and it consists of:

.................................................................... (name and forename)

....................................................................

....................................................................

3. Other participants to the acceptance were:

................................................................................................................................................... (name and forename) (designated as)

4. The observations of the acceptance committee:

4.1. The parts included in the annexed list no. 1 are missing or incomplete from the

written and drawn documentation necessary to be submitted.

4.2. The volumes of works included in the annexed list no. 2 were not performed.

4.3. The works included in the annexed list no. 3 do not meet the designed

provisions.

5. Based on the findings, the acceptance committee has the following proposals:

.............................................................................................................................................................

.........................................................................................................................................

6. The acceptance committee justifies the proposal by the following:

.............................................................................................................................................................

.............................................................................................................................................................

...............................................................................................................................





7. The acceptance committee recommends the following:

.............................................................................................................................................................

.............................................................................................................................................................

...............................................................................................................................

8. The present certificate, containing ......... page and ......... numbered annexes,

summing up a total of ......... pages, has been concluded today .......... at .......... in ..........

copies.

Acceptance committee* Experts*

President: .............................

..........................................

Members: ..............................

..........................................

___________________ * Name, forename and signature.





ANNEX No. 2 THE INVESTOR to the regulations

THE CERTIFICATE OF THE FINAL ACCEPTANCE

No. ................................. of ......................................

related to the work .........................................................................................................

.............................................................................................................................................................

......................................................................................................................................... authorized

by no. ....... of ..............., valid until ..................., by ...................

1. The final acceptance committee developed its activity during the period of

.........................., and it consists of:

.................................................................... (name and forename)

2. Other participants to the acceptance were:

................................................................................................................................................... (name and forename) (designated as)

3. The final acceptance committee has, following the examination of the work and the

documents included into the technical book of the structure, found the following:

3.1. The works on specialties were performed and accepted according to the annexed

list no. 1.

3.2. The works were completely finished on the date of ...............................................

3.3. The observations of the final acceptance committee are presented in the annexed

list no. 2.

3.4. The technical book of the structure and the synthetic data sheet of the objective

were (were not) completed.

3.5. The instructions for the objective operation and time-surveillance are (not) in the

user’s possession.

3.6. The structure (did not) behave accordingly during the period since it was finished

on the date of ............................................. up to the present, respectively for a period of

..................... months, and the committee’s findings are listed in annex no. 3.

3.7. The objective’s value is ............................ lei, according to the annexed list no.1.

4. Based on the findings, the final acceptance committee has the following proposals:

.............................................................................................................................................................

.........................................................................................................................................

5. The final acceptance committee justifies the proposal by the following:

.............................................................................................................................................................

.........................................................................................................................................





6. The final acceptance committee recommends the following:

.............................................................................................................................................................

.........................................................................................................................................

7. The present certificate, containing ......... pages and ......... numbered annexes,

summing up a total of ......... pages, has been concluded today .......... at .......... in ...... copies.

Acceptance committee* Experts*

President: .............................

Members: .............................

.............................

.............................

___________________ * Name, forename and signature.





ANNEX No. 6 to the regulations

THE TECHNICAL BOOK OF THE STRUCTURE

SUMMARY LIST

of the parts included in the technical book of the structure

1. Synthetic data sheet. 2. Chapter A*: Documentation related to the design. 3. Chapter B*: Documentation related to the execution. 4. Chapter C*: Documentation related to the acceptance. 5. Chapter D*: Documentation related to the operation, repair, maintenance and time surveillance of the structure behaviour. 6. Events journal. Chapter A*: Documentation related to the design ........................................................................................................................................................................................................................................................................................................................................................................................................................... Chapter B*: Documentation related to the execution. ........................................................................................................................................................................................................................................................................................................................................................................................................................... Chapter C*: Documentation related to the acceptance. ........................................................................................................................................................................................................................................................................................................................................................................................................................... Chapter D*: The documentation related to the operation, maintenance, repair and time-surveillance of the structure behaviour. ..................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... ___________________ * The general summary of the basic documentation files and the summary copies with the contents of each file shall be included on chapters.





SYNTHETIC DATA SHEET

1. The structure objective (name, localization) .......................................................... ................................................................................................................................................... 2. The investor (name and headquarters of the company) ............................................. ................................................................................................................................................... 3. The investor’s delegates in charge of checking up the structure quality (name, forename, function, designated as) ........................................................................................... ................................................................................................................................................... 4. The work designer a) The name and the headquarters or address of the general designer’s company or of the sub-designing companies .................................................................................................... ................................................................................................................................................... b) Name and forename of the project manager ............................................................ ................................................................................................................................................... c) Name and forename of the specialty designers, name and headquarters of the respective companies ................................................................................................................ ...................................................................................................................................................................................................................................................................................................... 5. The checker (the checker of certified projects), name, forename and number of the confirmation certificate ............................................................................................................ ...................................................................................................................................................................................................................................................................................................... 6. The structure contractor a) Name and headquarters or address of the contractor’s company (general contractor) and if the case, of the contracting companies for the appurtenant installations of the structures ............................................................................................................................. ................................................................................................................................................... b) Name and forename of the site manager .................................................................. c) Name and forename of the manager in direct charge of the works (the head of the objective work point) ................................................................................................................ ................................................................................................................................................... ___________________ * The general summary of the basic documentation files and the summary copies with the contents of each file shall be included on chapters.

7. Modifications of the data at paragraphs. 1-6 (date of the modification and the modification) ............................................................................................................................. 8. The certified technical experts who checked the quality and behaviour of the structure (name, forename, number of the confirmation certificate) ....................................... ................................................................................................................................................... 9. The acceptance committee at the works completion (name, forename and company) ..................................................................................................................................





.............................................................................................................................................................

......................................................................................................................................... 10. The final acceptance committee (name, forename and company) .......................... ......................................................................................................................................................................................................................................................................................................................................................................................................................................................... 11. Commencement date of the execution ..................................................................... 12. Date of the acceptance approval on the works finish .............................................. 13. Approval date of the final acceptance ..................................................................... 14. Seismicity degree considered for the structure design ............................................ 15. Other data ................................................................................................................ ......................................................................................................................................................................................................................................................................................................





ANNEX No. 7

EVENTS JOURNAL Name of the structure objective

...................................................................................................................................................................................................................................................................................................... Rf. no.

Date of the event

Category of the event

Presentation of the event and its effects on the structure including the reference to the documents of the basic documentations

Name, forename and company of person who registers the event and its signature

Signature of the person in charge of the technical book of the structure

0 1 2 3 4 5 Fill-in instructions

1. The events following to be registered in the journal are coded by the following

letters in column 2 Category of the event:

UC - results of the periodic checkings within the current surveillance;

US - results of the checkings and measurements within the special surveillance, in

case certain measures have to be taken;

M - intervention measures in case several defects are found (repairs, consolidations,

demolish works, etc.);

E - catastrophic events (earthquakes, floods, fires, torrential rainfalls, heavy snowfalls,

land collapses or slides etc);

D - certificates prepared by the verification bodies in relation to the works

performance stages;

C - results of the inspection related to the preparation and maintenance manner of

the technical book of the structure.

2. The events registered in the journal and that correspond to the documents

included into the basic documentation are provided with reference notes to the respective

file and the nature of such documents has to be specified.





ANNEX No. 8

Accounting evidence

The accounting evidence is carried out in compliance with the updates Accounting

Law no. 82/1991, Fiscal Code and its application norms.





ANNEX No. 9

NORMATIVE REFERENCES

STANDARDS (STAS, SR and SR EN)

SR ISO 37 /1997 Vulcanized or thermoplastic rubber. Determination of tensile stress - strain properties.

STAS 42 /1968 Bitumen. Penetration determining.

SR 61 /1997 Bitumen. Ductility test.

SR ISO 62 /2004 Plastic materials. Determination of water absorption.

SR 137 /1995 Bitumen hydroinsulating materials. Rules and controlling methods.

SR 174-1/2002 Road works. Hot bituminous rolled pavements. Technical quality conditions.

SR 174-2 /1997 Road works. Hot bituminous rolled pavements.Technical conditions for preparation, laying and acceptance of hot rolled bituminous pavements.

SR 174-2-1997/A9-2005 Road works. Hot bituminous rolled pavements.Technical conditions for preparation, laying and acceptance of hot rolled bituminous pavements.

SR EN ISO 175 /2002 Plastic materials. Testing methods for determining the effects of immersion in liquid chemical products.

STAS 175 /1987 Road works. Hot cast bituminous layers. General technical quality conditions.

SR 179 /1995 Road works. Macadam. General technical quality conditions.

SR 183-1 /1998 Road works. Cement concrete pavements in fixed formworks. Technical quality conditions.

SR 183-2 /1998 Road works. Cement concrete pavements in sliding formworks. Technical quality conditions.





SR ISO 188 /2001 Vulcanized or thermoplastic rubber. Accelerating aging test and heat resistance.

SR EN 196-1 /1995 Methods of testing cements. Part 1: Determination of the mechanical strength.

SR EN 196-3 /2006 Methods of testing cements. Part 3: Determination of setting time and stability.

SR EN 197-1 /2002 Cement. Part 1: Composition, specifications and conformity criteria of common cements.

SR EN 197-2 /2002 Cement. Part 2: Conformity evaluation.

SR EN 206-1 /2002 Concrete. Part 1: Specification, performance, production and conformity.

STAS 438/1 /89 Steel products for concrete reinforcement. Hot rolled structural steel. Grades and technical quality conditions.

SR 438-3 /1998 Steel products for concrete reinforcement. Welded nets.

SR EN 450-1+A1 /2008 Fly ash for concrete. Definitions, conditions and quality control.

SR EN 459-1 /2003 Lime for buildings. Part 1: Definitions, characteristics and conformity criteria.

SR EN 459-2 /2003 Lime for buildings. Part 2: Testing methods.

SR 599 /2004 Road works. Bituminous treatments. Quality conditions.

SR 662 /2002 Road works. Natural ballast aggregates. Technical quality conditions.

SR 667 /2000 Natural aggregates and processed stone for road works. General technical quality conditions.

SR 754 /1999 Non-paraffinaceous bitumen for roads.

STAS 863-85 Road works. Geometrical elements of routes. Design prescriptions.

SR EN 932-3 /1998 Tests for determining the general properties of aggregates. Part 3: Procedure and terminology for simplified petrographic description.

SR EN 933-1 /2002 Tests for determining the general properties of aggregates. Part 1: Determination of particle size distribution. Aggregate grain analysis through sieving.

SR EN 933-2 /1998 Tests for determining the geometric characteristics of aggregates. Part 2: Aggregate grain analysis. Test sives, nominal size of apertures.





SR EN 934-2:2003/A1 /2005 Admixtures for concrete, mortar and grout. Part 2: Concrete admixtures. Definitions, conditions, conformity, marcking and labelling.

SR EN 1008 /2003 Mixing water for concrete. Specifications for sampling, testing and assesing the suitability of water, including water recovered from concrete industry processes such as mixing water for concrete.

SR 1120 /1995 Road works. Base layers and bituminous pavements of penetration and semipenetration. General technical quality conditions.

STAS 1242-2 /1983 Foundation ground. Geotechnical, geological and technical studies and investigations specific to railway routes, roads and motorways.

STAS 1242-3 /1987 Foundation ground. Geotechnical investigation by open borings.

STAS 1242-4 /1985 Foundation ground. Geotechnical investigations by borings in the ground.

STAS 1242-7 /1984 Foundation ground. Geophysic investigation of the soil by seismic methods.

STAS 1242-9 /1976 Foundation ground. Earth classification and identification.

SR 1244-1 /1996 Traffic safety. Railway level crossing. Technical conditions, classifications and type of railway crossing.

SR 1244-2 /2004 Traffic safety. Railway level crossing. Part 2: Non-automatic installation. Provisions.

STAS 1244-3 /1990 Traffic safety. Railway level crossing. Automatic signalling installation.

STAS 1338-1 /1984 Road works. Asphalt mixtures and hot bituminous pavements. (partially replaced with Preparation of mixtures, of test samples and test specimens. SR EN 12697-28 /2002)

STAS 1338 -3 /1984 Road works. Asphalt mixtures and hot bituminous pavements. Metal moulds and accesories for moulding and dismantling the specimens.

SR EN 1340 /2004 Concrete kerb units. Conditions and te4sting methods.

SR EN 1427 /2002 Bitumen and bituminous binders. Determination of the softening point. Ring and ball method.

SR EN 1536 /2004 Execution of special geotechnical works. Drilled piles.

SR EN 1545 /1989 Bridges for streets and roads. Footbridges. Actions.





SR EN 1600 /2000 Materials for welding. Covered electrodes for manual metal arc welding of stainless and heat resisting steels. Classification.

STAS 1709-1 /1990 Freeze-thaw action on road works. Freeze depth in the road complex. Calculation specifications.

STAS 1709-2 /1990 Freeze-thaw action on road works. Prevention and remedial of the freeze-thaw damages. Technical prescriptions.

STAS 1709-3 /1990 Freeze-thaw action on road works. Freeze sensitivity determination of foundation soils. Method of determination.

STAS 1844 /1975 Steel road bridges. Design rules.

SR 1846-1 /2006 Exterior sewage. Determination of sewage water discharges. Design specifications. - replaces.....

SR 1848-1 /2004 Road signaling. Road traffic signs and signaling tools. Classification, symbols and location.

SR 1848-2 /2004 Road signaling Road traffic signs and signaling tools. Technical requierments.

SR 1848-3 /2004 Road signaling. Road traffic signs and signaling tools. Design and description.

SR 1848-4 /1995 Traffic safety. Semafoare pentru dirijarea circulaţiei. Location and performance.

STAS 1848-5 /1982 Road signaling. Traffic lights. Technical quality conditions.

SR 1848-7 /2004 Road signaling. Road markings.

SR 1911 /1997 Steel railway bridges. Design rules.

STAS 1913-1 /1982 Foundation ground. Determination of the moisture content.

STAS 1913-2 /1976 Foundation ground. Determination of the density for the earth skeleton.

STAS 1913-3 /1976 Foundation ground. Determination of the soil density.

STAS 1913-4 /1986 Foundation ground.Determination of the plasticity limits.

STAS 1913-5 /1985 Foundation ground. Determination of the grain size.

STAS 1913-6 /1976 Foundation ground. Laboratory permeability test.

STAS 1913-8 /1982 Foundation ground. Determination of the capillary height in noncohesive soils. The earth column method.

STAS 1913-12 /1988 Foundation ground. Determination of the physical and mechanical characteristics of soils with loops and contractions.





STAS 1913-13 /1983 Foundation ground. Determination of the compaction characteristics. Proctor test.

STAS 1913-15 /1975 Foundation ground. Determination of the volumetric weight on site.

SR EN 1916 /2003 Concrete pipes and fittings of simple concrete, poorly reinforced concrete and reinforced concrete.

STAS 1948-1 /1991 Road works. Guiding posts and parapets. General specifications for design and location on roads.

SR 1948-2 /1995 Footbridges. General specifications for design and location.

STAS 1963 /1981 Strength of materials. Terminology and symbols.

SR ISO 2409 /2007 Paints and varnishes. Cross-cut test. - replaces.....

STAS 2543 /1976 Welding braiding. Grating with square stitches.

STAS 2561-3 /1990 Foundation ground. Piles. General specifications for design.

- replaces.....

STAS 2900 /1989 Road works. Width of roads.

STAS 2914 /1984 Embankments. General technical quality conditions.

STAS 2916 /1987 Protection of ramps and ditches. General specifications for design.

SR EN 1996-1/2006/NB:2008 Masonry works design. - replaces.....

STAS 2924 /1991 Road bridges. Gauges.

SR 3011 /1996 Cements with limited hydration warmth and resistant to water damage with sulphates content.

STAS 3061 /1974 Hydraulics. Terminology, symbols, measure units.

STAS 3221 /1986 Road bridges. Type trains and loading classes.

STAS 3300-1, 2 /1985 Foundation ground General principles for analysis and calculation of the foundation ground of direct foundations.

STAS 3349-2 /1983 Cement concretes. Specifications for establishing the degree of water aggressiveness.

STAS 3461 /1983 Railway and road metallic bridges. Riveted superstructures. Execution prescriptions.

STAS 3789 /1986 Quality paper for packing. Resistant paper.

STAS 3949 /1971 Technical geology. Terminology.

STAS 3950 /1981 Geotehnics. Terminology, symbols and unit measures.

SR 4032-1 /2001 Road works. Terminology.





STAS 4068 /1982 Discharge and maximum water volumes. Determination of the discharge and of the maximum water flow courses.

STAS 4068-2 /1987 Discharge and maximum water volumes. Annual probabilities of flows and maximum volumes in normal and special exploitation conditions.

STAS 4273 /1983 Hydrotechnical constructions. Importance class determination.

STAS 4392 /1984 Normal railways. Gauges.

STAS 4580 /1986 Land improvement works. Terminology.

STAS 4606 /1980 Natural aggregates for mortars and concrete with mineral (partially replaced with binders. Testing methods. SR EN 933)

STAS 4621 /1991 Hydrogeology. Terminology.

STAS 5032 /1969 Hydrology. Terminology.

STAS 5626 /1992 Bridges.Terminology.

STAS 6054 /1977 Foundation soils. Maxium frost depths. Zoning of the Romnian territory.

STAS 6102 /1986 Concretes for hydrotechnical constructions. Classification and technical quality conditions.

STAS 6400 /1984 Main layers and foundation layers. General technical quality conditions.

STAS R 6823 /1971 Hydrometrics. Means for the measurement of water flows. Conditions for usage.

SR 6900 /1995 Road works. Kilometer and hectometer stones.

SR 6978 /1995 Road works. Natural stone pavements, large and small paving sets and paving bucks.

SR 7055 /1996 White Portland cement.

STAS 7107-1 /1976 Foundation ground. Determination of organic matters.

STAS 7107-3 /1974 Foundation ground. Determination of the carbon content.

STAS 7883 /1990 Hydrotechnical constructions. Monitoring of the behavior in time. General prescriptions.

SR 7970 /2001 Road works. Base layers of hot laid rolled bituminous mixtures. Technical quality requirements and general prescriptions for execution.

SR 8284 /1998 Hydrographic basins setting up for torrents. Terminology.





STAS 8593 /1988 Normalizing works for the riverbed. Field studies and laboratory research.

STAS 8840 /1983 Road works. Foundation layers of soils mechanically stabilized. General technical quality conditions.

SR 8877-2 /2007 Quick break cationic bituminous emulsions for road works. replaces.....

STAS 8879-1 /1981 Seismic micro-zoning. Preliminary project for micro-zoning maps.

STAS 8942-1 /1989 Foundation ground. Determination of the compressibility of soils by endometer testing.

STAS 8942-2 /1982 Foundation ground. Determination of earth strength by direct shearing.

STAS 8942-3 /1990 Foundation ground. Determination of the linear modulus of deformation by on site tests with plate.

STAS R 8972-1 /1971 Hydrometry. Water flow measurement in the free level flow systems. Geometric method.

STAS 8972-3 /1981 Hidrometry. Dilution method for the measurement of steady water flow. Constant rate rejection method.

STAS 8972-4 /1982 Hidrometry. Determination of the water flow in a system with free level. ( limnimetric key).

STAS 9095 /1990 Road works. Rubble stone or boulder pavements.

STAS 9163-18 /1973 Mineral silicated-aluminium products. pH determination.

STAS 9165 /1972 General design rules for constructions in seismic zones.

STAS 9199 /1973 Bituminous mastics for insulations in constructions. Analysis methods and tests.

STAS 9268 /1989 Improvement works for the riverbed. General design specifications.

STAS 9312 /1987 Underpasse for railways and highways with pipelines..- introduced.

STAS 9330 /1984 Railway and road bridges. Jointing by using high resistant bolts. Design and execution rules.

STAS 9407 /1975 Railway and road steel bridges. Welded superstructures. Construction requierments.

STAS 9470 /1973 Hidrotechnics. Maximum rainfall. Intensity, duration, frequency.

STAS 9539 /1987 Land improvement works. Drainage. Design prescriptions.





SR EN 10002-1 /2002 Metallic materials. Tensile testing. Part 1: Method of testing (at ambient temperature).

SR EN 10025-2 /2004 Hot rolled products of non-alloy structural steel. Technical delivery conditions – replaces...

SR EN 10025-5 /2005 Hot rolled products of non-alloy structural steel. Part 5: Technical delivery conditions for steel in constructions with improved resistance at atmospheric corrosion.

SR EN 10045-1 /1993 Metallic materials. Charpy impact test. Part 1: Testing method.

SR EN 10083-2+A1 /2002 Quenched and tempered steels. Part 2: Technical delivery conditions for non-alloyed quality steels.

STAS 10092 /2008 Cement for roads. replaces...

STAS 10100-0 /1975 General principles for checking the safetyof constructions.

STAS 10101-1 /1978 Actions in constructions. Technical weights and permanent tests.

STAS 10101-0A /1977 Actions in constructions. Classification and grouping of actions for civil and industrial constructions.

STAS 10101-0B /1987 Actions in constructions Classification and grouping of actions for railway and road bridges.

STAS 10111-1 /1977 Railway and road bridges. Masonry, concrete and reinforced concrete substructures. Design rules.

STAS 10111-2 /1987 Railway and road bridges. Superstructures of concrete,

reinforced concrete and prestressed concrete. Design rules.

SR EN 10293 /2005 Steel poured for general use.

S TAS 10473-1 /1987 Road works. Natural aggregates or soil stabilized with cement. General technical quality conditions.

STAS 10473-2 /1986 Road works. Natural aggregates or soil stabilized with hydraulic or puzzolanic binders. Determination and testing methods.

STAS 10796-1 /1977 Road works. Annex constructions for collecting and evacuating water. General design prescriptions.

STAS 10796-2 /1979 Annex constructions for collecting and evacuating water -ditches, gullies. Design and execution prescriptions.

STAS 10796-3 /1988 Constructions for collecting water. Drains. Design and location prescriptions.

SR 10969 /2007 Road works. Bitumen adherence.

SR 11100-1 /1993 Seismic zoning. Macrozoning of the Romanian territory.





STAS 11348 /1987 Bituminous pavement for the bridge deck. Technological quality conditions.

SR EN 12092 /2002 Adhesives. Determination of viscosity.

STAS 12093 /1983 Protection fluid P45.

STAS 12187 /1988 Thick steel sheet for the main elements of bridges and viaducts.

STAS 12253 /1984 Layers. General technical quality conditions.

SR EN 12350-1 /2002 Test on fresh concrete. Part 1: Sampling.

SR EN 12350-2 /2003 Test on fresh concrete. Part 2: Slump test.

SR EN 12350-3 /2003 Test on fresh concrete. Part 3: Vebe test.

SR EN 12350-4 /2002 Test on fresh concrete Part 4: Compactness degree.

SR EN 12350-5 /2002 Test on fresh concrete Part 5: Flow table test.

SR EN 12350-6 /2002 Test on fresh concrete Part 6: Density.

SR EN 12350-7 /2003 Test on fresh concrete Part 7: Air content. Pressure methods.

SR EN 12371 /2002 Natural stone test methods. Frost resistaance determination.

SR EN 12390-6 /2002 Testing of the hardened concrete. Part 6: Tensile splitting strength of test specimens.

SR EN 12407 /2002 Natural stone testing methods. Petrographic examination.

SR EN 12620 /2003 Aggregates for concrete.

SR EN 12670 /2002 Natural stone. Terminology.

SR EN 12697-6 /2004 Asphalt mixtures. Testing methods for hot mixed asphalt. Part 6: Determination of bulk density of bituminous specimens.

SR EN 12697-23 /2004 Asphalt mixtures. Testing methods for hot mixed asphalt. Part 23: Determination of the indirect tensile strength of bituminous specimens.

SR EN 12697-27 /2002 Asphalt mixtures. Testing methods for hot mixed asphalt. Part 27: Sampling.

SR EN 12697-28 /2002 Asphalt mixtures. Testing methods for hot mixed asphalt. Part 28: Preparation of samples for determining the binder content, water content and grading.

STAS 13006 /1991 Foundation ground. Determination of the maximum density corresponding to the dry state of noncohesive soils.

STAS 13021 /1991 Foundation ground. Determination of the maximum density corresponding to the dry state of noncohesive soils.

SR EN 13139 /2003 Aggregates for mortar.





SR EN 13170 /2003 Thermoinsulating materials for buildings. Expanded cork products made in the factory (ICB) - Specifications.

SR EN 13242 /2003 Aggregates for unbound and hydraulically bound materials for use in civil engineering works and road construction.

SR EN 13242/2003/AC/2004 Aggregates for unbound and hydraulically bound materials for use in civil engineering works and road construction.

SR EN 13249 /2001 Geotextile materials and related products. Characteristics required for use in the construction of roads and other traffic areas (except railways and wearing courses).

SR EN 13251 /2001 Geotextile materials and related products. Characteristics required for use in earthworks, foundation embankments and support structures.

SR EN 13373 /2003 Natural stone testing methods. Determination of the geometric characteristics of elements.

SR EN ISO 14688-2 /2005 Geotechnical investigations and testing.. Identification and classification of soils.Part 2: Classification principles.

SR EN ISO/CEI 17050-1 /2005 Conformity assesment. Supplier’s declaration of conformity. Part 1: General requirements.

SR EN ISO/CEI 17050-2 /2005 Conformity assesment. Supplier’s declaration of conformity. Part 2: Suporting documentation.

NORMS, REGULATIONS, LEGISLATION

Law no. 10 /1995 regarding quality in constructions (with subsequent modifications and additions).

Law no. 50 /1991 regarding the authorization of executing construction works.

Law no. 90 /1996 regarding labor protection (republished in the Official Monitor 47/29.01.2001).

Law no. 177 /2000 Completing regarding labor protection, nr. 90/1996.-introduced.

Law no. 107 /1996 of waters (republished in the Official Monitor 78/18.02.1998).

Law no. 355 /06.06.2002 Law for the approval of OG 39/1998 regarding the national standardization activity in Romania.





HGR 272 /1994 Regulation concerning the quality state control in constructions.

HGR 273 /1994 Acceptance regulation of construction works and afferent installations.

HGR 766 /1997 for the approval of some rules regarding the quality in constructions.

HGR 925 /1995 Verification rule and technical quality expertise of designs, execution of works and constructions.

OG 43 /1997 regarding the judicial regime of roads.

Order MT no. 45 /1998 for the approval of the Technical norms concerning the design, construction and modernization of roads.

Order MT no. 46 /1998 for the approval of the Technical norms concerning the establishing of the technical class of public roads.

Order MT-MI Norms regarding the authorization and carrying road 407/991- /1999 transports with loads and/or gauge dimensions that exceed

the maximum limits foreseen in the Govern Ordonnance no. 43/1997 regarding the roads regime.

Order MT-MI Methodological norms regarding the conditions for closing 411/1112 /2000 traffic and of putting into practice the traffic restrictions so as

to start the works in the area of the public road and/or for protecting the road.

Order MT 497 /1998 Normative for the characteristics of the non-paraffin bitumen for roads.

Order of The Ministry Order regarding the approval of the structure, content and Of Public Finances method of using the standard documentation at elaborating no. 1013 /2001 and and presenting the offer for public aquisition of services. MLPTL no. 873 /2001

AND 513 /2002 Departament technical instructions regarding the design, execution, revision and drain maintenance for public roads.

AND 514 /2000 Regulation regarding the acceptance of the works, maintenance services and current repairs on public roads.

AND 525 /2000 Directive regarding the protection of public roads during winter, measures against skidding and snow-drifting.

AND 530 /1997 Directives regarding the quality control of road embankments.

AND 540 /2003 Normative for the evaluation of the state of the bituminuous pavement for roads with slinky and semi-rigid road structures.

AND 545 /1998 Normative regarding the execution of bituminous treatments with non-ragged ballast aggregates for roads with reduced traffic.





AND 546 /2002 Normative regarding the hot placement of bitumen pavements on the bridge roadway.

AND 547 /1999 Normative regarding the forewarning and remedial of the flaws noticed on the modern road pavement.

AND 550 /1999 Normative for dimensioning of the stiffening bituminous structurs of slinky and semi-rigid structures.(analytical method).

AND 554 /2002 Normative regarding the maintenance and repair of public roads.

AND 555 /1999 Normative for the execution of bituminous treatments with asphaltic emulsion having as base modified bitumen with polymers.

AND 556 /1999 Normative for the execution of bituminous treatments with added bitumen.

AND 567 /2002 Instructions regarding the intervention method in case of calamities produced by dangerous meteorological phenomena on public roads.

AND 586 /2002 Normative for the evaluation of the technical state of reinforcement works.

AND 590 /2002 General Specifications common to the art works.

AND 591 /2005 Catalog of protection systems for traffic safety on roads and highways.

C 16 /1984 Normative for creating construction works and afferent installations during cold weather.

C 17 /1982 Technical instructions regarding the composition and preparation of masonry and plastering mortars.

C 26 /1985 Normative for concrete testing by nondestructive methods.

C 28 /1999 Technical instructions regarding the welding of reinforcements made of steel-concrete. introduced.

C 29 /1985 Normative regarding the improvement of poor foundation soils by mechanical procedures (Specifications I and VI).

C 54 /1981 Technical instructions for concrete testing with the help of boring kernels.

C 56 /1985 Normative for checking the quality and the acceptance of construction works.

C 58 /1996 Fire safety. Technical norms for the fireproofing of wooden and textile materials and combustible products used in constructions.





C 61 /1974 Technical instructions for determining the subsidence of socio-cultural and industrial constructions by topographic methods.

C 83 /1975 Setting out guide constructions. introduced.

C 130 /1978 Technical instructions for applying mortars and concretes by guniting.

C 150 /1999 Normative regarding the quality of steel weldings of civil, industrial and agriculotural constructions.

C 155 /1989 Normative regarding the preparing and use of concretes with light aggregates.

C 159-89 Technical instructions for analyzing the foundation ground by using cone pnetration, static penetration, dynamic penetration and vibro-penetration.

C 168 /1980 Technical instructions for the reinforcement of grounds sensitive to humidity and silicated and electrosilicated sands.

C 169 /1988 Normative regarding the execution of embankment works for civil and industrial constructions.

C 178 /1976 Technical instructions for executing horizontal drains by vibro-drilling.

C 182 /1987 Normative regarding the mechanized construction of road embankments.

C 196 /1986 Technical instructions for using the soils stabilized at foundation works.

C 200 /1981 Technical instructions for the quality control of the concrete used in constructions buried by sonic kerneling method.

C 230 /1989 Design and execution guide of pressed pits for foundations.

C 237 /1992 Usage instructions of the complex additive ADCOM at the preparation of cement concretes.

C 241 /1992 Methodology for determining the dynamic characteritics of the foundation ground at seismic stresses.

C 244 /1993 Inspection and diagnosis guide regarding the durability of reinforced concrete and prestressed concrete constructions.

C 252 /1994 Technical instructions regarding the design, construction and acceptance of short piles on site constructed using vibro-pressure.

C 300 /1994 Normative for prevention and fire extinguish during construction works and afferent installations to these.





CD 22 /1966 Normative for the execution and acceptance of foundations on opene-caissons and compressed air.

CD 99 /2001 Normative regarding the repair and maintenance of bridges and road culverts made of concrete, reinforced concrete, prestressed concrete and stone masonry.

CD 155 /2001 Technical instructions regarding the determining of the technical state of modern roads.

CD 173 /2001 Normative for the arrangement at the same level of the public roads intersections outside localities.

GE 026 /1997 Guide for the compaction in horizontal and leaned plane of embankments.

GE 027 /1997 Guide for the design of protection and reinforcement works of slopes on canals and dams.

GE 028 /1997 Guide for the execution of drainage works horizontally and vertically.

GE 029 /1997 Useful guide regarding the execution technology of piles for foundations.

GE 032 /1997 Guide for the execution of maintainance and repair works on buildings and special constructions.

GE 037 /2000 Usage guide of the horizontal drilling for the draining and reinforcement of soil slipping, installment of the filters for the cleansing the polluted areas and laying out the conducts and underground cables of any nature (GEOTEC).

GE 048 /2002 Guide for the maintenance and usage in safety conditions of constructions and installations from water sources of rivers (elaborated by SC AQUA PROIECT).

GP 014 /1997 Design guide. Calculation of the foundation ground at seismic actions for direct foundations.

GP 113 /2004 Guide regarding the design and execution of drilled mini- (MO 430 bis /2005 - piles. revision and addition to C 245 /1993)

GV 001-0 /1995 Methodology regarding the evaluation of buildings and (Order 32/N /1995-MLPAT) special constructions group 1 and 2 of fixed means.

INCERC Regulation regarding the determining of the importance category of constructions. Methodology for establishing the importance category of constructions.

MP 008 /2000 Guidebook regarding exemplifications, details and solutions for putting into practice the provisions for fire safety P 118-99.





MTTc no. 9 /1982 Labor protection norms specific to activities of construction-mounting for railway, road and naval transports.

NC 001 /1999 Normative regarding the content detailing of the requirements set through Law no 10/1995.

NE 008 /1997 Normative regarding the improvementof the weak foundation grounds by mechanical procedures and compaction with a very heavy knocker - Specifications VIII.

NE 012 /1999 Practice code for the execution of concrete, reinforced concrete and prestressed concrete works.

NE 013 /2002 Practice code for the execution of precast elements of concrete, reinforced concrete and prestressed concrete elements.

NE 014 /2002 Normative regarding the construction of road pavements of cement concrete in a system of fixed and slided formworks.

NE 025 /2004 Normative concerning emergency interventions on bituminous pavements during cold weather.

NGPM General norms for labor protection. Regulation regarding the protection and labor hygiene in constructions.

NP 0001 /1996 Design and execution code for constructions founded on soils with lumps and large contractions.

NP 005 /2003 Normative regarding the design of wooden constructions.

NP 045 /2000 Normative regarding the testing on site of trial piles and foundation piles.

NP 055 /2001 Normative regarding the antiseismic design of socio-cultural, agricultural-zootechnical and industrial constructions. Detaling of the calculation parameters Ks and Tc at the level of administrative-territorial units.

NP 067 /2002 Normative for designing the protection works for roads, railways and bridges against the effects of running water and lakes.

NP 074 /2002 Normative regarding the principles, exigencies and geotechnical research methods of the terrain.

NP 075 /2002 Normative for using geosyntetic materials on construction works.

NP 077 /2002 Normative for antiseismic design of gravitational landing of constructions (elaborated by IPTANA).

NP 081 /2002 Normative for dimensioning the rigid road structures.

NP 112 /2004 Normative for designing the structures of direct foundation.





NP 114 /2004 Normative for designing and executing anchorages in the field.

NSPM no. 79 /1998 Norms regarding the usage and maintenance of roads and bridges.

NTE 003-04 /2000 Normative for the construction of aerial lines of electric power with a voltage over 1000 V.

P 7 /2000 Normative regarding the foundation of constructions on soils sensitive to humidity (designing, execution and usage).

P 19 /2003 Normative regarding the usage on site of type projects of culverts for roads.

P 59 /1986 Technical instructions regarding the design and use of the reinforcement with welded nets of concrete elements.

P 82 /1986 Technical instructions regarding design, execution and maintenance of building yard roads. - replaces.....

P 91-1 /2002 Guide concerning the elaboration of estimates at the level of work categories and construction objects for investments made of public funds.

P 95 /1977 Technical normative of capital repairs on buildings and special constructions.

P 100 /1992 Normative for the antiseismic design of socio-cultural, agricultural-zootechnical and industrial constructions.

P 100-1 /2004 Seismic design code. Part 1: Design provisions for buildings.

P 103 /1982 Technical instructions regarding the design of concrete elements partially prestressed using pretensed and complementary non-pretensed elements.

P 106 /1985 Technical instructions regarding the design and execution of straps for the foundation of constructions.

P 118 /1999 Normative of fire safety in constructions.

P 125 /1984 Technical guide for the study of non-cohesive liquefyable soils properties.

P 130 /1999 Normative regarding the monitoring of the behavior in time of constructions.

P 134 /1995 Guide for the design of works that contain geosyntetic materials.

P 136 /1995 General principles regarding the geotechnical zoning of the Romanian territory.

P 162 /2002 Normative regarding the design of extraurban motorways.





PD 95 /2002 Normative regarding the hydraulic design of bridges and culverts.

PD 165 /2000 Normative regarding the composition and calculation of structures for bridges and road culverts with monolith and precast superstructures.

PD 177 /2001 Normative for dimensioning supple and semi-rigid (analytical method).

PD 197 /1978 Departmental normative for the antiseismic design of constructions from transport and telecommunication.

ST 009 /2005 Technical specification regarding steel products used as reinforcements: requirements and performance criteria.

ST 016 /1997 Technical specification. Criteria and methods for determining by measurement the subsidence of constructions. Technical instructions for topogeodesical methods of construction movements due to deformations of the foundation ground.

ST 032 /2000 Technical specification regarding the quality requierements for executing and finish of embankment works for roads and railways.

ST 034 /2002 Technical specification regarding the quality requierements for the compaction of road structures.

UTCB Normative regarding the use of geocomposits on the reinforcement of road structures.

Note: ___________________ introduced. ____________________ replaced......





ANNEX No. 10

HORIZONTAL AND VERTICAL CONNECTIONS

1. Junctions on plan by circular curves

- Tangent (T) – the distance from the angle of the alignment-circle tangent point

22 u

tg

RUctgRT =×=

out of which:

- R = the radius of center (εxR = 175 m)

- U = the angle between the junction alignment (140g52)

(T = 175 x 0.50439 = 88.27 m)

- The bisectrix (B) – the distance from the top to the circle, measured on U ungle

bisectrix

−=

−= 1

2sin

11

2cos

uR

uecRB

(B = 175 x 0.12001 = 21.00 m)

- The length of the circular curve

( )200

200 gg uRC

−= π

(C = 175 x 0.93431 = 163.50 m)

2. Junctions with clothoide archs and central circular curve

Tangent OV '

2

xu

tg

RR +∆+=

The bisectrix B RuRR −∆+=

2sin





Cc central circular curve

Cc200

δπR=

δ = 200 – (2α + u)

R

L

2=α şi α=t

LRA ×=

−−+−= .......

9360216102

1395 ttttAx

−+−= .....

13204232

1173 tttAy

(2-4 term maintained)

Radius coordinations:

x’ = x – Rsinα

y’ = y + Rcosα

∆R = y’ – R sau ......803.26824

42

+−=∆ L

R

LR

N = x-αtg

y

N = the distance from Oi at common junction clothoid radius

L = clothoide length (from the point 2.4.5.1) or estimated as following :

Rj

VL

××=

47

3

(m)

j = 0.3 – 0.7 m/s3

R = radius

V = speed on km/h

Exemple:

V = 50 km/h U = 140g52 L = 55 m R = 100 m





mR

L

R

LR 26,1

1002688

55

10024

55

268824 3

42

3

42

=×

−×

=−=∆

radianR

Lrad 275,0

100255

2=

×==α

507617200

275,0 gg rad =×=π

α estimated on centezimale degrees

5244,0275,0 === αt

1620,7455100 =×=×= LRA

( )

( )

( ) ( )

83,36507017

01,559,54

43,38200

1004660.241416,3

4660,2452.1405070,1722002200;200

41,13100

2

52140sin

26,1100

2sin

50,7843,27

2

52140

26,1100

2

25,101507017cos10001,5cos

43,2715,2759,54507017sin10059,54sin

01,500000062,0002596,0048,088,104...1320423

2

59,54004,05244,088,10410

5244,05244,021620,74

216102

'

'

'

1173

595

=−=−=

=××=

=+×−=+−==

=−+=−∆+=

=++=+∆+=

=×+=+=

=−=×−=−=

=+−=

−+−=

=−=

−×=

+−=

g

g

g

g

g

tgtg

yxN

Cc

uR

Cc

RuRR

B

tg

xu

tg

RROV

Ryy

Rxx

mttt

Ay

tttAx

α

αδδπ

αα

The calculation can be also executed:

According to the Annex 15:

α = 17,507

ΔR = 1.26 m

X = 54.59 m

Y = 5.01 m





x’ = 27.44 m

y’ = 0.63 m

Calculations:

( ) ( )

mR

Cc

ruRR

B

mtg

xu

tg

RROV

u

43,38200

4642,2410014,3

200

41,13100

2

52,140sin

26,1100

2sin

51,7844,27

2

52,14026,1100

'

2

4642,2452,1405079,1722002200

=××==

=−+=−∆+=

=++=+∆+=

=+×−=+−=

δπ

αδ

3. Clothoid points

R = .........m

Lclothoide = ..............m

A LR ×=

Clothoide radius length

(Li) R

Li

2=α α=t x y

0.20L

0.40L

0.60L

0.80L

L

+−=

+−=

...423

2

.......10

2

73

5

ttAy

ttAx

4. Junctions on vertical plan

a) Declivities with oposite points

m = m1 + m2 = 3+5=8





R = 1000

R

TB

mRT

2;

200

2

==

b) The same point declivities

m = m1 - m2





ANNEX 11CALCULATION OF CLOTHOIDE ELEMENTS

V = 20 km/h L = 15 m

i%max.

decliv.

extensions for a single

linetransversal

slope% (cm)

16 15 15.491933 0.684660 14.67 2.31 29.8430 0.59 7.45 0.29 10.12 7.23 6.0 5.0 200*)

17 15 15.968719 0.664218 14.71 2.18 28.0875 0.55 7.45 0.28 10.10 7.26 5.5 5.0 200*)

18 15 16.431677 0.645503 14.74 2.06 26.5271 0.52 7.46 0.26 10.09 7.28 5.0 5.0 200*)

20 15 17.320508 0.612378 14.79 1.86 23.8744 0.47 7.47 0.23 10.07 7.32 4.5 5.5 200*)

22 15 18.165902 0.583880 14.83 1.69 21.7040 0.43 7.47 0.21 10.06 7.35 4.0 5.5 18524 15 18.973666 0.559022 14.85 1.55 19.8953 0.39 7.48 0.20 10.05 7.38 3.5 5.5 16027 15 20.124612 0.527051 14.88 1.38 17.6847 0.35 7.48 0.17 10.04 7.40 3.0 5.5 13532 15 21.908902 0.484128 14.92 1.17 14.9215 0.29 7.49 0.15 10.03 7.43 2.5 6.0 13539 15 24.186773 0.438533 14.94 0.96 12.2433 0.24 7.49 0.12 10.02 7.45 2.0 6.0 100

*) without truck

R = radius

L = length of the clothoide radius

A = clothoide modulus =

t =

arad =

X = Si x-coordinate

Y = Si y-coordinate

∆R = circle retirement

a a a a

(centers degrees)

DDDDR (m)

x' (m)

y' (m)

N (m)

x" (m)

R (m)

L (m)

A tX

(m)Y

(m)

LR ×

radα

R

L

2 παα 200

. ×= radcentegr





ANNEX 12CALCULATION OF CLOTHOIDE ELEMENTS

V = 25 km/h L = 20 m

i% max. decliv.

extension for a single line

transv. slope

% (cm)

25 20 22.360680 0.632462 19.68 2.64 25.4660 0.67 9.95 0.33 13.44 9.73 6.0 5.5 16027 20 23.237900 0.608586 19.73 2.45 23.5797 0.62 9.96 0.31 13.43 9.77 5.5 5.5 15028 20 23.664319 0.597620 19.75 2.36 22.7375 0.60 9.96 0.30 13.42 9.78 5.0 5.5 14531 20 24.899799 0.567967 19.79 2.13 20.5371 0.54 9.97 0.27 13.40 9.82 4.5 6.0 13534 20 26.076810 0.542331 19.83 1.95 18.7250 0.49 9.98 0.25 13.39 9.85 4.0 6.0 12038 20 27.568098 0.512994 19.86 1.75 16.7540 0.44 9.98 0.22 13.38 9.88 3.5 6.0 10543 20 29.325757 0.482247 19.89 1.54 14.8058 0.39 9.99 0.19 13.37 9.91 3.0 6.5 10050 20 31.622777 0.447218 19.92 1.33 12.7330 0.33 9.99 0.17 13.36 9.93 2.5 7.0 8062 20 35.213634 0.401614 19.95 1.07 10.2686 0.27 10.00 0.13 13.35 9.95 2.0 8.0 70

R = radius

L = length of clothoide arch


t =

arad =

X = Si x-coordinate

Y = Si y-coordinate


R (m)

L (m)

A tX

(m)Y

(m)

a a a a

(degrees centers)

DDDDR (m)

x' (m)

y' (m)

N (m)

x" (m)

LR ×

radα

R

L

2 παα 200

. ×= radcentegr





CALCULATION OF CLOTHOIDS ELEMENTS ANNEX 13V = 30 km/h L = 35 m

i%max.

decliv.extension for a single line

transv. Slope

% (cm)

35 35 35.000000 0.707114 34.14 5.73 31.8325 1.46 17.36 0.73 23.64 16.77 6.0 6.0 115

38 35 36.469165 0.678627 34.26 5.29 29.3194 1.34 17.38 0.67 23.59 16.88 5.5 6.0 105

41 35 37.881394 0.653328 34.37 4.92 27.1741 1.24 17.40 0.62 23.55 16.97 5.0 6.5 100

44 35 39.242834 0.630662 34.45 4.59 25.3213 1.16 17.42 0.58 23.52 17.03 4.5 6.5 90

49 35 41.412558 0.597620 34.56 4.13 22.7375 1.04 17.43 0.52 23.49 17.12 4.0 6.5 85

54 35 43.474130 0.569281 34.63 3.75 20.6322 0.95 17.45 0.47 23.46 17.19 3.5 7.7 70

62 35 46.583259 0.531285 34.72 3.27 17.9700 0.82 17.46 0.41 23.43 17.26 3.0 8.0 70

72 35 50.199602 0.493011 34.79 2.82 15.4742 0.71 17.47 0.35 23.40 17.32 2.5 8.0 60

89 35 55.812185 0.443433 34.86 2.29 12.5184 0.57 17.49 0.29 23.38 17.38 2.0 8.0 50

R = radius

L modulus of clothoide arch

A = clothoid modulus =

t =

arad =

X = Si x-coordination

Y = Si y-coordination


R (m)

L (m)

A tX

(m)Y

(m)

a a a a

(grade cente)

DDDDR (m)

x' (m)

y' (m)

N (m)

x" (m)

LR ×

radα

R

L

2 παα 200

. ×= radcentegr





ANNEX 14CALCULATION OF CLOTHOIDS ELEMENTS

V = 40 km/h L = 45 m

i%

max.decliv.

extension for a single line

transv. Slope

% (cm)

65 45 54.083269 0.588354 44.46 5.15 22.0379 1.30 22.42 0.65 30.18 22.04 6.0 5.3 65

68 45 55.317267 0.575229 44.51 4.92 21.0657 1.24 22.43 0.62 30.17 22.08 5.5 5.8 65

73 45 57.314920 0.555180 44.57 4.59 19.6228 1.16 22.44 0.58 30.14 22.14 5.0 6.2 55

79 45 59.623821 0.533681 44.64 4.25 18.1325 1.07 22.45 0.53 30.12 22.19 4.5 6.6 55

86 45 62.209324 0.511501 44.69 3.91 16.6566 0.98 22.46 0.49 30.10 22.23 4.0 6.9 45

96 45 65.726707 0.484128 44.75 3.50 14.9215 0.88 22.47 0.44 30.08 22.28 3.5 7.2 40

110 45 70.356236 0.452271 44.81 3.06 13.0224 0.77 22.48 0.38 30.06 22.33 3.0 7.4 35

129 45 76.190551 0.417639 44.86 2.61 11.1044 0.65 22.49 0.33 30.04 22.38 2.5 7.6 30

157 45 84.053554 0.378569 44.91 2.15 9.1240 0.54 22.49 0.27 30.03 22.41 2.0 7.7 25

R = radius

L = length of clothoide radius


t =

arad =

X = Si x-coordinate

Y = Si y-coordinate


R (m)

L (m)

A tX

(m)Y

(m)

a a a a

(degrees centers)

DDDDR (m)

x' (m)

y' (m)

N (m)

x" (m)

LR ×

radα

R

L

2 παα 200

. ×= radcentegr





A N E X A 1 5C A L C U L A T IO N O F C L O T H O ID E S E L E M E N T S

V = 5 0 k m /h L = 5 5 m

i%m a x .

d e c l iv .e x t e n s io n f o r a s in g le l in e

t r a n s v . s lo p e

% ( c m )

1 0 0 5 5 7 4 .1 6 1 9 8 5 0 .5 2 4 4 0 9 5 4 .5 9 5 .0 1 1 7 .5 0 7 9 1 .2 6 2 7 .4 4 0 .6 3 3 6 .8 0 2 7 .1 4 6 .0 5 .3 4 0

1 0 6 5 5 7 6 .3 5 4 4 3 7 0 .5 0 9 3 5 1 5 4 .6 3 4 .7 3 1 6 .5 1 6 9 1 .1 9 2 7 .4 5 0 .5 9 3 6 .7 9 2 7 .1 8 5 .5 5 .8 3 5

1 1 4 5 5 7 9 .1 8 3 3 3 2 0 .4 9 1 1 5 4 5 4 .6 8 4 .4 0 1 5 .3 5 7 8 1 .1 1 2 7 .4 6 0 .5 5 3 6 .7 7 2 7 .2 2 5 .0 6 .2 3 5

1 2 3 5 5 8 2 .2 4 9 6 2 0 0 .4 7 2 8 4 4 5 4 .7 3 4 .0 8 1 4 .2 3 4 1 1 .0 2 2 7 .4 7 0 .5 1 3 6 .7 5 2 7 .2 6 4 .5 6 .6 3 0

1 3 5 5 5 8 6 .1 6 8 4 4 0 0 .4 5 1 3 4 0 5 4 .7 7 3 .7 2 1 2 .9 6 8 8 0 .9 3 2 7 .4 7 0 .4 7 3 6 .7 4 2 7 .3 0 4 .0 6 .9 3 0

1 5 0 5 5 9 0 .8 2 9 5 1 1 0 .4 2 8 1 7 9 5 4 .8 2 3 .3 5 1 1 .6 7 1 9 0 .8 4 2 7 .4 8 0 .4 2 3 6 .7 2 2 7 .3 3 3 .5 7 .2 3 0

1 7 1 5 5 9 6 .9 7 9 3 7 9 0 .4 0 1 0 2 6 5 4 .8 6 2 .9 4 1 0 .2 3 8 5 0 .7 4 2 7 .4 9 0 .3 7 3 6 .7 1 2 7 .3 7 3 .0 7 .4 2 5

2 0 1 5 5 1 0 5 .1 4 2 7 6 0 0 .3 6 9 8 9 0 5 4 .9 0 2 .5 0 8 .7 1 0 4 0 .6 3 2 7 .5 0 0 .3 1 3 6 .6 9 2 7 .4 0 2 .5 7 .6 2 5

2 4 6 5 5 1 1 6 .3 1 8 5 2 8 0 .3 3 4 3 5 1 5 4 .9 3 2 .0 5 7 .1 1 7 0 0 .5 1 2 7 .5 0 0 .2 6 3 6 .6 8 2 7 .4 3 2 .0 7 .7 -

R = r a d iu s

L = le n g th o f c lo th o id e r a d iu s

A = c lo th o id e m o d u lu s =

t =

a ra d =

X = S i x - c o o r d in a t io n

Y = S i y - c o o r d in a t io n

∆ R = c ir c le r e t ir e m e n t

R ( m )

L ( m )

A tX

( m )Y

( m )

a a a a

( d e g r e e s c e n te r s )

DDDD R ( m )

x ' ( m )

y ' ( m )

N ( m )

x " ( m )

LR ×

r a dα

R

L

2 παα 2 0 0

. ×= r a dc e n t eg r





ANNEX No. 16

Horizontal connection radii. Comparison by road categories

Radii (m)

Speed km/h

Items Geometrical elements on

road sections 50 40 30 25 20 15 10

Minimal radii (the increased height)

Public roads STAS 863 (i = 6%)

126 76 41 31 - - -

Industrial roads C 79-80

85 50 - 20 15 10 10

Forest roads PD 67-80

85 50 - 20 15 10 10

1

Oiler roads (i = 6%) 100 65 35 25 16 10 10

Current radii (circle+conversion)

Public roads 270 170 90 70 - - -

Industrial roads 200 120 - 55 35 35 35

Forest roads 170 100 - 40 25 15 15

2

Oiler roads 146 157 89 62 39 22 10

The approved radii (the alignment profile)

Public roads 400 250 150 100 - - -

Industrial roads 450 275 - 110 70 70 70

Forest roads 340 200 - 80 50 30 30

3

Oiler roads 360 230 130 90 57 32 20





NEW ROAD SYSTEM

REINFORCEMENT OF THE PROVIDED ROAD SYSTEM

Current road system

Reinforcement of the current road system Extension with new

road system

Shoulders reinforcement

Longitudinal drain

Slope protection with vegetal soil

i% i% Metalic parapet (acc. to STAS 1948/1-91)

Shoulders reinforcement

ROAD CROSS SECTION

The designed road Junction bench

10%

Shoulder Carriageway+extensions Platform+extensions

2%

2:3

Soil filling

Vegetal soil leveling

Tappered band

2:3 1:1

2:3 i1% i1%

Slope protection for the parapets

Parapets distance

2:3 1:3 1:1

drain Longitudinal

10%

0.25 0.25

0.25

i% i% i1% i1%

Platform extension for the parapets

ANNEX NO.17

Road system leveling on min.0.25

Shoulder

system

Tappered band

Shoulder Carriageway+extensions Platform+extensions

Tappered band 0.25

Shoulder

Tappered band

Soil filling

(acc. to STAS 2914-84)

ROAD CROSS SECTION

Documents

RO EP FE CS STD 001 01 E Company Standard for Access Roads