 Zdaj včasno, da sem se predstavljala, z vsezvana, stručenje, izgledaj, nekaj je v Montinigro. I začelj, da sem se predstavljala, z vsezna, z vsezna, z vsezna, in taj tem, ko je vsezna, na evalovativno stabilitivno, je v Montinigro, profesor, v Montinigro, je to vsezna, njim je v Macedonija, pri omorom z tem, način je, the thermal analysis of the structure. But this results will be presented on next workshops together with the acceleration measurements that were conducted by the Institute for earthquake engineering from Scopium Macedonia. And this was a bilateral team in a way working on monitoring of the structure. Ominjevače started long time ago in in the moment after the first filling of the dam, it was in 1976 when the dam was finished. But later, on the basis of the measurements, on the basis of the results, new softwares were tried to evaluate the stability and useability of the structure, ker na različenju, kako je vzgleda in vzgleda, softvori, modeli, komputerne modeli ne so tako praktični, ne zelo vzgleda koralizacija in vzgleda vzgleda vzgleda vzgleda, vzgleda, vzgleda vzgleda vzgleda vzgleda vzgleda vzgleda. Vzgleda je, da videli, da nekaj ne zelo vzgleda vzgleda o thatnoj strane. Vzgleda je odnešel, da ne zelo idemo neži vzgleda vzgleda praktični, kako je inje komputerne modeli. Prcto, da zaradi Sisem taj tudi o zelo, da je zelo površenje, in dokazam vzgleda in utsatičnja, najbolj vzbeni tehniki, o čestnih vzbenih, in z vsevna vsevna zelo bila za to, čestnih vzbenih. Zdaj smo to, z vsem čestni, in in z posesetnih zelo vzbenih zelo, je zelo, da nekaj zelo vzbenih vzbenih. Nelj, nalj, da je zelo vzbenih, v tezvrčenju, načne izvrčenju z vrčenju vsev, vse vsev vsev z zelo vsev, v svojh vsev, kaj je mechanizovane vsev, vsev in vsev. Jaz da si vsev si tudi nekaj nečal ni na svojstvu. ki temu se dajtimo, da je naredil nekaj povolj. Na različenje energiji ležijo više neko nosi zelo. St dividing večka mil Skezije začali, da ležili in niči dobrali medlega. Sveča je nekaj nekaj zelo. Zelo nasi neka nače vergubila. Tako da je izgledalo, zelo nekaj izgledali, ko listevaj nasi dobrali dobrali. Tako neko dobrali. in zelo smo bilo dobro bolj rezultati. Množemec nalazi tudi fizikalne kwantiti, ki so vse pomečili in izprotili iz vsej tudi potrebi strijenju, nekih, nekaj so odstavila, nič na odličenju rokmese in zelo. Množemec je zelo vzelo na konstrukciju after the initial filling and during the operational stage of the DEM. The technical monitoring was set of activities. It means development of monitoring program, installation of equipment for monitoring, regular registration of measurements, evaluation of registered values in order to define stress-strain state of the DEM and finally DEM safety evaluation. And now on the basis of the structural analysis, the detailed design and the measurements, we can decide if the structure is safe enough and we can continue with the exploitation or this structure needs some repair or some other activities. But as a first stage of all these measurements and analysis, we need to have the limit values to construct the envelopes in which range all these measurements have to be, if we want to say that the structure is safe. These first values were defined with the old computer programs that didn't take under consideration the interaction between the structure and the surrounding media, but we can see that the results of measurements are gained quite in a good range. This structure in the past was treated as one of the highest DEMs in the world, but now it's not so because 220 meters, now we have much higher concrete arch DEMs. The arch length at the crown was 268 meters, at the river bend it was only 40 meters, the crown thickness was 4.5 meters, in the base it was 45, it was constructed with 18 cantilevers and have five revision galleries, and the level of the DEM measured from the sea level was and is still 678 meters. On this slide we have points where the horizontal displacements are measured by using geodetic monitoring methods, and these points are for radial and for transversal movements in radial and transversal directions on the downstream side. On this slide we have the position of the micro trigonometric network for measuring the horizontal displacements, and on this slide we have the points where we have marks for differential leveling survey for vertical displacements of the crown of the DEM. Another geometric monitoring that was done, it was still metal, for measuring the vertical changes in the vertical rotation of the cantilevers, it was done specially for three cantilevers, 5, 9 and 14, 9 is in the middle of the DEM and is the most representative for the behavior of the whole DEM. The mechanical and telemetric monitoring includes lateral deformations, dilatation of radial joints, DEM inclination, the tilt, rock deformation, ground pressure, uplift on the base of the structure, pore pressure and concrete temperature. Lateral deformations, they are measured with direct and invert pendulums, and these results are very reliable. We will see later that the results obtained by the geodetical survey are very close and match very well, and dial pendulums were played from cantilevers 5, 9 and 14, but invert pendulums were 30 meters lower than the base joints, because in that time they gave the stresses and deformations negligible. I told that if we compare the results obtained by these pendulums in the geodetical survey, we have very good matching of the results, and we will see later on the diagrams. The dilatation of radial joints, it was caused by 45 deformations placed on 5 levels, and in derivation galleries in the country of joints. The water level and the concrete temperature gave dominant influence on the dilatation of these joints, and the extreme effects we have in autumn and in spring, when we have maximal decrease of the water level and cooling pass of the concrete. The dem inclination was defined with 35 inclinometers placed in 6 levels. The rock deformation was defined with rock-extensometers that were set at 3 levels, and with depth of temperatures set again at 3 levels. After depth hydrological monitoring was done, groundwater level was measured with 53 piezometers. Hydrological and meteorological monitoring was in connection with accumulation level, air and water measure, temperature, drainage, precipitation, and level of humidity of the air. And as I said before, seismic monitoring was done by the Earthquake Institute in Skopje, and the results of the accelerations will be present on some of the next workshops. And it is interesting to be said that seismic zone of this dem is 7, but it was treated as it was in region with seismic action 9. Here we can see on this slide the extreme, maximum and minimum values for the displacements that were calculated, and all measured values were expected to be between these two lines, to be between the envelope, inside the envelope. And these two diagrams are for the continual L9 in the middle, in the center of the archdenk, and continual L5. Here we have the water level at the moment of initial filling, last week for me, one here. And according to the water level and the temperature of the air, the measured values of the movements at the level of the ground 678 meters is the ground level, we have very good agreement with the extreme values for the movements we expected, and the real ones that were measured in that time. Only at the ends of the arch, where we have connection with the surrounding rock, because previously I said that the interaction between the rock and the structure in that time was not taken under consideration. We have differences, we have high movements, that these lines, extreme lines show. But these results now are used for calibration, the new model that is used for evaluation, the stress-transformation of the structure. This is the problem that now it is used. And with these results, the calibration is very successful. Here we have that after a period of use during the exploitation of the structure in period between 78 and 91 we have much higher values for the displacements. The comparison for that is brief and shrinkage of the concrete. And this is for the period between 97 and 2004. But again, we are in the range of the extreme values. Here we can see comparison of measured and limited displacements for the continuum L9, the central one. The first diagram is in the moment of initial filling in 1976 and the second diagram is for the period between 2001 and 2006. As I said, measurements were done with rock extensometers for the movements of points in the surrounding rock mass. And at level 6.2 we have the following results for the points it was in the period of initial filling. Again, all the movements are in the range of limit values. But after time we can see that these movements are coming close to the extreme where the maximal, not the minimal but the maximal value. The reason, as I told before, the creep and shrinkage of concrete. But again the structure is still same and can be used in a future for exploitation. Here we have results of the deflectometer and the points that are located on the right part of the slide. Here we have the position of these deflectometers. And comparison of the results obtained by geodetic measurements, tube maker and pendulum. And we can see that we have very good agreement between the results at the beginning of the exploitation and later during the exploitation stages. This is for the 2002. We have very, very good agreement between the three types of measurements. Although all these measurements are with traditional mechanical devices still reliable results we have. And with the defermeters we define the openings in the joints of the den for the different levels of water. But here we have the water level and openings of the joints of different levels of the den in the period of 95-2003. Again the results are acceptable and all these results are used in collaboration, the new model that now we are using for evaluation of stress-stress situation of this structure. And as I said, all these results later will be used when we will do the numerical analysis of seismic action of the structure. All of the conclusions I already told during my presentation are these results I use for collaboration of the project of the new model. So if there are some questions I will try to answer. Although this presentation is not totally mine because the leader of the team was professor Radem Bopeovic who is not present here today but I was part of the team so I know quite enough about all these results I will answer to the question.