ARBITRAZHI NDERKOMBETAR PDF

E DREJTA PROCEDURALE CIVILE NDËRKOMBËTARE(Arbitrazhi ndërkombëtar) Emri,mbiemri dhe nr.i. 16 E drejta e Arbitrazhi dhe e Ndermjetesimit Nderkombetar Tregtar, Suela Mëneri, fq. 17 Hassneh Insurance Co and others v. Steuart. OBT, WIPO, Arbitrazhi Fjalorth OBT- Organizata Botërore e Tregtisë WIPO – Organizata Botërore e Pronësisë Intelektuale IP- Pronësia.

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You can request verification for native languages by completing a simple application that takes only a couple of minutes. Review native language verification applications submitted by your peers. Reviewing applications can be fun and only takes a few minutes. Tirane, Tirane, Albania Local time: Feedback from clients and colleagues on Willingness to Work Again No feedback collected. Whereas on the 5th May the Contractor has provided a Letter of Intent to employ the Consultant for the redesign of the modied alignment.

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Whereas on 29th July the Employer has instructed the Contractor to assign the beneftit of Egis Route obligations to the Employer, persuant to sub-clause 4. In this Sub-Consultancy Agreement words and expressions shall have the same meanings as are respectively assigned to them in the Conditions, hereinafter referred to.

The following documents shall be deemed to form and be read and construed as part of this Sub-Consultancy Agreement: In consideration of the payments to be made by the Consultant to the Sub-Consultant, as hereinafter mentioned, the Arbitrazhu agrees to perform the Sub-Consultant’s Services in conformity with the provisions of the Sub-Consultancy Agreement.

The Consultant hereby agrees to pay the Sub-Consultant, in consideration of the performance of the Sub-Consultant’s Services, such amounts as become payable under the provisions of the Arbitrazho Agreement at the times and in the manner prescribed by the Sub-Consultancy Agreement.

In Witness whereof the parties hereto have caused this Agreement to be executed the day and year first before written. Nderkombetwr Allkja The facsimile numbers of the Parties respectively are as follows: The construction of this dam will result in a lake that would rise to a maximum level of m above datum, resulting in important impacts on the surrounding environment including a section of the proposed Damas Tepelene realignment.

EGIS Route have been awarded a design contract to study alternative options along dnerkombetar affected area of about 4km. At this location the tender design route passes at the edge of the Vosjes flood plain at a level as low as 96m above datum. The proposed lake level of m will therefore lead to flooding of these valleys. Two structures are foreseen within the current contract along this section: These will be affected by the construction of the dam. Other constraints along the site include the presence of a major utilities and cemeteries.

The original design for the Damas Tepelene project had recognised the existence of a proposal to construct a dam on the Vosjes River. However, given the uncertain nature of this project both in planning and feasibility, it was decided at the preliminary design stage not to include the impacts of the lake within the project road upgrade.

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In fact any mitigation measures due to the proposed dam would have been far more arbitrazhj on the local environment than simply raising the road. It would also have had to take into account other issues such as land expropriation, utility diversions and separate environmental studies due to the future dam that were additional to the requirements of just this project 4 OBJECTIVE OF SERVICES The objective ndedkombetar the sub-consultancy services is to conduct a geological and geotechnical investigation along the study corridor affected by the realignment: Variants for the Preliminary design are shown on Appendix 2 The investigation shall provide all the geological and geotechnical information arbitrxzhi to enable an economical and safe design of the project.

It shall identify all potential problems and propose solutions for the design of the following elements. The study should identify any problem zones that might justify a variation to the horizontal or vertical alignment or require special measures to ensure stability.

Attention should be paid: A Logging of all outcrops and unstable areas along the alignment shall be carried out noting the lithological structure, degree of weathering, stratification, direction and dip of all beds.

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Existing cuttings should be rabitrazhi to identify the strata and the stable slope angles for given cutting depths, and drainage conditions. Zones where natural slopes appear to be unstable and cutting slopes arbktrazhi have suffered instability and landslide or failure of retaining structures, should be closely studied to determine cause, possible remedial measures and to plan the investigation.

Where the alignment passes though a zone of potential instability, the Sub-consultant shall carry out a careful examination of aerial stereo photographs using a stereoscope in order to identify any large slopes that have a potential to fail in the future as well as define the scarps and limits of old areas of instability that now affect the alignment.

The foundations of future bridges and large culverts should be inspected looking out for signs of structure or foundation failure and noting the type of foundation used. Areas of arbitdazhi ground where embankment stability and settlement may be a problem should be identified and proposals planned for their investigation. Particular attention should be given to noting the condition of bridge approach embankments. All existing nderkombftar former quarries shall be visited, outcrops studied and samples taken.

Locations for potential new quarries should be identified and inspected paying attention to access and availability of water. The sites of proposed deep cuttings on the alignment should be inspected and locations of boreholes planned.

A visual survey of the existing road that lies within or close to the proposed new road corridor shall be carried out noting nderkomgetar carriageway and shoulder width, and the condition of the surfacing in terms of cracking, patching and rutting depth or deformation. It is particularly important to identify cracking that has been caused by embankment slope instability – lateral creep, lack of shoulder support etc.

This shall later be enhanced from the results of the ground investigation by trial pits, boreholes, insitu and laboratory testing. The detailed geological and hydrogeological mapping of the terrain will be done on geodetic bases to a scale of 1: The width of ndekrombetar survey shall not be smaller than m i.

From the studies of the terrain, this geological map will show the limits between the different geological formations, and all the visible phenomena relevant for defining the engineering-geological and hydrogeological problems of the terrain landslides, rock falls etc.

The Sub-consultant shall also prepare interpretative geological profiles on the bridge axes based upon the borehole and trial pit logs. These will identify each stratum and include annotation of principal engineering properties for easy reference.

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Similarly geological sections shall be prepared for unstable slopes showing the relative positions of the proposed road, existing ground profile, interpreted back scarps, cracks, probable slip surface, ground water phreatic surface, slip debris etc.

The final objective of these geotechnical studies is to prepare the Geotechnical report supporting the final design and more precisely – for the embankments: The field investigation will be reported on a geodetic maps at a scale of 1: It is usual that retaining structures will be used in the part of the alignment. So it is necessary to perform appropriate geotechnical investigations in order to define the conditions of foundation for such constructions as well as the stability of the retaining wall within the terrain.

The type, number and depth depend primarily on the geological structure of the terrain. Their type, number and depth should be such that the geotechnical structure of the area is defined completely and without uncertainties sufficient depth and width.

The Sub-consultant shall keep a daily report describing in detail the progress of the works. To take samples kg for laboratory testings. In cases where soft ground conditions exist at 3.

A visual description shall be recorded of all the strata encountered including composition, colour, structure, dip, degree of weathering etc. The level at which water seeps are observed shall be recorded. After excavating the pit to its full depth and identifying all the distinct layers, a disturbed sample of 20 — 50 kg.

Photographs of each pit and its walls shall be taken along with a tape-measure and a photographic colour chart. Artificial light shall be used to light up the part of the excavation in shadow so as to reduce light contrasts. Backfilling of pits and trenches shall be carried out as soon a practicable with material replaced at similar depth as encountered.

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The backfilling shall be compacted in such a manner using a excavating plant in order to minimise any subsequent depression at the ground surface. Nderkombetaf open land any surplus shall be heaped proud over the pit site. The trial pits diagrams will be plotted at 1: To take disturbed and undisturbed samples in soils or material other than hard stratum 6. In rocky formations, the RQD, the joints, the degree of fracturation and weathering shall be determined, in order to classify nderkomnetar material.

Immediately after their extraction from the borehole all samples of each core-drilling shall be carefully placed in suitable wooden boxes, with indication of the beginning and the end of each sample, the serial number of the box and the total number of boxes for each borehole core-drilling.

Rigid core spacers shall be used to indicate any missing lengths.

The contract title, exploratory hole reference number and the depth of coring contained in each wrbitrazhi shall be clearly indicated in indelible ink on top and on the right hand end of the box. Undisturbed core samples shall be ndsrkombetar with paraffin and aluminum paper, and transported by properly trained persons. Undisturbed samples taken using an open ended sampling tube shall be sealed using aluminium foil sealed with paraffin wax.

Cores photographs shall be provided for all core-drillings and included in the Factual Report. The core-box will fill the whole frame of the photograph, and a photographic colour chart KODAK will be included in each photograph.

The core-drilling diagrams logs will be plotted at 1: The Standard Penetration Test SPT shall be carried out in accordance with BS The test shall be carried out nderkombetsr intervals of arbjtrazhi m in soils that are thought to be principally granular, and in all boreholes. Where an SPT test is carried out using a split tube barrel a small disturbed sample shall be taken.

Where a solid cone tip is used then a bulk disturbed sample shall be taken from the test zone. After removing the layer of topsoil but before excavating the trial pit further a DCP test shall be carried out to a depth of 1. Values of CBR shall be estimated from the number mm penetration per blow using the recommended formula. DCP tests shall also be carried out on the subgrade through the coreholes made in the existing road.

The penetration test should start at the surface just below the granular layers of the existing pavement. Undisturbed soil samples will be taken using the appropriate technique in accordance with BS In cohesive soils at least one sample should be taken from for each soil layer or at least every 3 m in homogenous soil.

From trial pits, at least one disturbed sample shall be taken from each discrete layer. At least one disturbed soil sample shall be extracted from each soil layer, or at every 3 m in homogenous soil.

Supervision may modify the above mentioned minimum guidelines if it is suggested or indicated by field data and observations.

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The samples from arbifrazhi rock should have a dimension H height: If specimens with these dimensions cannot be obtained, a Point Load Test should be applied as an alternative. Specimens for a direct shear test of the discontinuities will normally be taken from the open profiles of existing cutsor from trial pits. Exceptionally they may be obtained from bore-holes for bridges or from areas of deep cutting or unstable slopes.

For soils formations, the following laboratory tests will be executed in accordance with BS The above list is not exhaustive. The Sub-consultant shall also prepare all technical documents necessary for preparation of the construction tender. In addition to this document, the Sub-consultant shall provide for each investigation of each section of road: All the documents issued by the Sub-Consultant will be provided in 3 three different formats: All computer results shall be summarised in an understandable table.

All computer listing shall be in separate volumes. All volumes shall have page numbers and a table of contents.