Table 1:Calculated values of Edinbased on profiling Vp and calibrating VsdataTabela 1: Proračunate vrijednosti Edin na osnovu podataka profilisanja Vp i etaloniranja Vs Lithological unit/ Litološka jedinica Vp (m/s) Alluvial diluvial deposits/ 587-1032 Aluvijalno deluvijalni nanos Sandy limnestone and sandstone/sandstone, marlstone and 1351-2782 alevrolite/Pjeskoviti krečnjaci i pješčari/pješčari, laporci i alevroliti Limestone/sandstone/ 3137-3944 Krečnjaci/pješčari Vs (m/s) (Mg /m3)* Vp/Vs din Edin (GN/m2) (GPa) 168-411 1.94 2.26-3.49 0.3780.455 0.15930.9033 826-1367 2.6 1.63-3.26 0.2010.448 4.262811.7007 1577-2012 2.68 1.96-2.38 0.3230.393 18.207321.5212 *Calculation of dynamical modulus for alluvial diluvial deposits is done with data for tabelar and for other zones data for are taken from the boreholeQZK100 *Proračun dinamičkih modulaurađen je za aluvijalno deluvijalni nanos sa podacima za a za ostale zone su uzeti podaci sa bušotine QZK100 which were taken koji su uzeti tablično Table 2: Overview of all dynamic modul as calculated on the basis of geophysical measurements Tabela2: Prikaz svih dinamičkih modula proračunatih na osnovu geofizičkih mjerenja Lithological unit/ Litološka Edin (GN/m2) (GPa) jedinica Alluvial diluvial deposits / 0.1593-0.9033 Aluvijalno deluvijalni nanos Sandy limnestone and sandstone/sandstone, marlstone and alevrolite/ 4.2628-11.7007 Pjeskoviti krečnjaci i pješčari/pješčari, laporci i alevroliti Limestone/sandstone/ 18.2073-21.5212 Krečnjaci/pješčari Gdin (GN/m2) (GPa) Kdin (GN/m2) (GPa) din (GN/m2) (GPa) 0.0547-0.3277 0.5954-2.2144 0.5589-2.0786 1.7739-4.8586 2.3803-17.6004 1.1976-16.3392 6.6649-10.849 17.202628.8813 12.6176-24.438 GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 1 of 2411 1.1 SEISMIC HAZARD AT THE SITE OF 1.1 THE SUVOVARA BRIDGE By applying the method of analysing the hazards, grounding on the probability theory in conditions of so-called spatially distributed seismicity, seismic hazard for the site bridge Suvovara was done. Based on seismic hazard calculation, the maximum values of reference horizontal ground acceleration аre obtained for the relevant site, for recurrence period of time of 95 and 475 years, and are shown in numerical form in the table below.(Table 3) SEIZMIČKI HAZARD NA LOKACIJI MOSTA SUVOVARA Primjenom metode analize hazarda, na bazi teorije vjerovatno u uslovima tzv. prostorno distribuirane seizmičnosti, izvršen je proračun seizmičkog hazarda za predmetnu lokaciju most Suvovara. Na bazi proračuna seizmičkog hazarda, dobijene su vrijednosti maksimalnog referentnog horizontalnog ubrzanja tla za predmetnu lokaciju, za povratni period vremena od 95 i 475 godina i prikazane su u numeričkom obliku u donjoj tabeli. (Tabela 3) Table 3: Seismic hazard for return periods of 95 and 475 years and designed ground acceleration ag for location of the“Suvovara”bridge Tabela 3:Seizmički hazard agR za povratni period od 95 i 475 godina i projektno ubrzanje tla agza lokaciju most “Suvovara” Reccurence period Name bridge/ The of value of importance (years)/ factor for bridges Naziv mosta I Povratni period (godine) in EN1998-2 ranges from 0.85 to 1.3 and it isBridge determined based on the level of95bridge Suvovara 475 importance or belonging to an importance Most Suvovara class I-III.In accordance with classification of bridges on Highway route into class III – bridges of critical importance (EN1998-2), for all bridges on Highway route the value of importance factor of = 1.3 should be I (g) Za potrebe proračuna horizontalnog i ag (g) a gR vertikalnog elastičnog spektra za mostove po EN1998-2 faktor važnosti kreće se od 0.077 0.1001 na osnovu 0.85 do 1.3 i to se utvrđuje 0.164 Mostovi se 0.2132 značaja mosta. klasificiraju u klase od I-III. Vrijednosti faktora važnosti za mostove na autoputu pripadaju klasi III mostovi ključnog značaja ( EN1998-2 ). Za sve mostove na trasi autoputa i tako za sledeći most Suvovara, treba usvojiti faktor važnosti 1.3. adopted. GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 2 of 2411 korišćenjem specijalno razvijenog programa (Glavatović 2014). ) and calculated values of the reference and design maximum horizontal ground acceleration ( . iznosi VS30 =1127 m/s. horizontal and vertical U skladu sa preporučenim vrijednostima po EN 1998-1 (S. TD.može se zaključiti da tlo na lokaciji mosta “Suvovara” pripada kategoriji tla tipa A. Prema kategorizaciji jačine zemljotresa u skladu sa EN1998-1.ag). Lokacija mosta Suvovara na karti seizmičkog hazarda .was determined as VS30= 1127m/s.at the site of the bridge “Suvovara". The values of parameters used for calculating the horizontal and vertical response spectra are given within the Seismicity Study for Smokovac-Mateševo Highway) as in the appendix No. a gR a gR GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 3 of 2411 . Na bazi rezultataobrade izvedenih refrakcionih seizmičkih ispitivanja na lokaciji mosta “Suvovara”. most “Suvovara” je lociran u zoni Tipa 2 zemljotresa (ML≤ 5. TC. 8. Saglasno ovoj vrijednosti i načinu klasifikacije tla po EN1998-1. Location of the “Suvovara” Bridge on the highwayseismic hazard map. prosječna ponderisana vrijednost brzine prostiranja transverzalnih (S) seizmičkih talasa na osnovu rezultata refrakcionih seizmičkih ispitivanja na profilima Q4 – Q7. odnosno Ms ≤ 5. T.povratni period a)95 i b)475 godina. based on seismic refraction lines Q4 – Q7. 8.the average velocity of seismic S (transversal) wave propagation in upper 30 meters of soil. horizontalnog i vertikalnog spektra odgovora ubrzanja tla. section Smokovac–Matesevo.5). TB. TD. ) i sračunatim vrijednostima referentnog i projektnog maksimalnog horizontalnog ubrzanja tla ( .5).Figure 1. and Ms ≤ 5. Vrijednosti korišćenih parametara za proračun horizontalnog i vertikalnog spektra odgovora date su Studiji seizmičnosti za autoput Smokovac-Mateševo) koja je data u prilogu prilog br. it should be concluded that the soil at the bridge site “Suvovara” belongs to the soil type A. the bridge “Suvovara” is located in the area belonging to Type 2 earthquake (ML≤ 5. for return periods of a)95 and b)475 years Slika 1. za lokaciju most Suvovara. Based on the results of refraction seismics.Taking into account this value and soil classification according to the EN1998-1 criteria. T. In accordance with the recommended values of EN 1998-1 (S. TB. TC.8.8.ag) izvršen je proračun spectrum of ground acceleration response is performed for location of the bridgeSuvovara by using a specially developed software (Glavatovic 2014). kao i na osnovu zoniranja teritorije Crne Gore na bazi maksimalnihmogućih magnituda zemljotresa (slika 7). In relation with the earthquakes categorization in accordance to EN1998 -1 and maximum possible earthquake magnitude (Figure 7). b. four categories define behavior of the rock mass (C to F) and two categories define soil behavior (P 1 and P2). srednje do slabo nosiva sredina Unstable conditions low bearing capacity / Nestabilna sredina slabo nosiva Stable conditions. Tako smo s obzirom na njihova fizičkomehanička svojstva.b.e) IG2(a.b. with regard to their physical .e)2 IG2(f)1 15-20 P1 IG1a1. GEOTEHNIČKO TRASE MOSTA ZONIRANJE Osnovu za geotehničko zoniranje stijenske mase duž projektovane trase mosta Suvovara predstavljaju IG jedinice i njihovo očekivano ponašanje pri iskopu i fundiranju.e)1 IG2(f) For flysch/ Za fliš Commentary/ Komentar GSI 40-50 30-40 Stable conditions. Od toga četirikategorije definišu ponašanje stijenske mase (C do F) a dvije kategorije ponašanje tla (P1do P2). karstification. Table 4: Definition ofgeotechnicalcategories for the Suvovara Bridge Tabela4: Definicija geotehničkih kategorija za most Suvovara Geotechnica l category/ IG unit/ Geotehnička IG jedinica kategorija C IG2(a. six (6) geotechnical categories (C to P2) are defined.2 2.c)3 IG2(d.2 / P2 IG1b / Potentialy unstable conditions. stepen degradacije i poremećenosti očekivanog uticaja podzemne vode definisali šest (6) geotehničkih kategorija (C do P2). Geotehničke kategorije date su u donjoj tabeli. Geotechnical categories are given in the table below.b. degree of degradation and damage. medium to low bearing capacity/ Potencijalno nestabilno.c)2 E IG2(d. medium to high bearing capacity / Stabilna i srednje do dobro nosiva sredina GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 4 of 2411 .1 BRIDGE ROUTE The basis for geotechnical zoning of the rock mass along the designed route of the bridge Suvovara are EG units and their expected behavior during construction. Of these six categories.c)1 D IG2(d.c) IG2(a.1 PROGNOSIS OF GEOTECHNICAL 2 CONDITIONS FOR THE BRIDGE CONSTRUCTION PROGNOZNI GEOTEHNIČKI USLOVI IZGRADNJE MOSTA GEOTECHNICAL ZONINGOF THE 2. So.mechanical properties. expected impact of groundwater define. high bearing capacity / Stabilna i dobro nosiva sredina 20-30 F IG2(a. Geotehnička kategorija C predstavlja najkompaktniji dio fliša i najugodniju geotehničku sredinu. dok kategorija F prestavlja geotehnički najneugodniju sredinu u stijenskoj masi. pregleda fondovskih podataka sa flišnih terena. Of geotechnical categories describing soils. Based on these parameters. preparation of cuts. six (6) geotechnical categories are defined and their parametres are given in the tables below.2 PHYSICAL-MECHANICAL 2. laboratory tests. 2) for the left geološkim profilima (prilozi br. the necessary geotechnical analysis can be made and geotechnical conditions for fundation. while category F is the most geotechnically unfavourable.Geotechnical category C is the most compact part of the flysch and most favourable geotechnical environment. laboratorijskih opita. analize terenskih. Geotechnical categories alongside brige are Geotehničke kategorije duž trase mosta given in longitudinal engineering-geological date su podužnim prognoznim inženjersko profiles forecast (appendix No. FIZIČKO-MEHANIČKA SVOJSTVA GEOTEHNIČKIH KATEGORIJA Na osnovu analize inženjerskogeološkog kartiranja terena i bušotina. the table below provides physicalmechanical properties of isolated geotechnical categories. GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 5 of 2411 . 2. kategorija P2. Namostu Suvovaradefinisali smo šest (6) geotehničkih kategorija čiji parametri su dati u donjim tabelama. level. dajemo u donjoj tabeli fizičko-mehanička svojsta za izdvojenegeotehničke kategorije. is most favorable and P 1 the least najpovoljniju kategoriju predstavlja favorable. Na osnovu tih parametara mogu se izvršiti potrebne geotehničke analize i definisati geotehnički uslove fundiranja mosta i usjeka na mjestima stopa. review of funded data from limestone and flysch terrains. At the Suvovra bridge. P2.2 PROPERTIES OF GEOTECHNICAL CATEGORIES Based on the analysis of engineeringgeological surface mapping and boreholes and analysis of field. Od geotehničkih kategorija koje opisuju tla. a najnepovoljniju kategorija P1. 2) za lijevu i and right lane of the bridge at the fundation desnu traku za zonu fundiranja. težina γ (kN/m3) Uniax. Eoed i na presiometer opitima Poisson's ratio/ Poissonov Koefic. Calculated by RocData/ Sračunato pomoću RocData Based on pressuremeter measurements on location of the bridge/ Na osnovu presiometarskih mjerenja na lokaciji mosta.3 0.3 0. σ (MPa) C 25./ Laboratorijski opiti i fondovski podaci iz sličnih stijenskih masa. (-) 0. F Table 6:Physical-mechanical properties of geotechnical units describing soil behaviour Tabela6:Fizičko-mehanička svojstva geotehničkih jedinica koja opisuju ponašanje tla USCS Density/ Zapr. (-) 0./ Laboratorijski opiti i fondovski podaci iz sličnih stijenskih masa.32 0.3 0. težina γ (kN/m3) Cohesion/ Kohezija c (kPa) Shear angle/ Ugao smicanja (°) Compressibility modulus/ Modul stišljivosti Eoed (MPa) P1 ML-CL 19 7. Eoedalso on pressuremeter tests/ Na osnovu SPTi DPT opita.5 P2 GW-GM 21 Geotechnica l category/ Geotehnička kategorija P1 P2 0 35-40 25-50 Manner of defining some parameters in portal zones Način definisanja pojedinačnih parametra u portalnim zonama Laboratory testing and fund data/ Laboratorijski opiti i fondovski podataci Laboratory testing and fund data/ Laboratorijski opiti i fondovski podataci Based on SPT and DPT tests./ Na osnovi kartiranja i literature iz sličnih stijenskih masa.36 Laboratory testing and fund data from similar rock masses. Poisson's ratio/ Poissonov Koefic. 8 Based on mapping and literature from similar rock masses. čvr.str enght/ Jednoaks i.3 Based on fund data and experience/ Na osnovu fondovskih podataka i iskustva GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 6 of 2411 .Table 5:Physical-mechanical properties of geotechnical units describing rock behaviour along the bridge Tabela5:Fizičko-mehanička svojstva geotehničkih jedinica koja opisuju ponašanje stijenske maseduž trase mosta Geotechn ical category/ Geotehni čka kategorij a Density/ Zapr.16 20-24 1-4.5 56 D 25 25 E 24 13 F 23 7 E m1 Shear angle/ Ugao smicanja (°) 430dubina/depth 5 m 61 dubina/depth 5 m 5973/17245 467dubina/depth 20 m 56 dubina/depth 20 m 113dubina/depth 5 m 57 dubina/depth 5 m 40 7 1113/2218 157dubina/depth 20 m 49 dubina/depth 20 m 41dubina/depth 5 m 50 dubina/depth 5 m 30 6 517/2030 74dubina/depth 20 m 40 dubina/depth 20 m dubina/depth 5 m dubina/depth 5 m 17 38 20 4 220/511 35dubina/depth 20 m 28dubina/depth 20 m Manner of defining some parameters in portal zones Način definisanja pojedinačnih parametra u portalnim zonama 50 C D GSI Cohesion/ Kohezija c (kPa) Elasticity modulus of rock mass/Moduli elastičnosti stijenske mase (Eo/Er) (MPa) Laboratory test and fund data from similar rock masses. 049kNm (SLS). Dozvoljena nosivost temeljnog tla proračunana je prema Pravilniku o tehničkim normativima za temeljenje gradjevinskih objekata: Q B'N s i c m q tan A' 2 Nc s c d c i c q m The calculation considered mobilised U proračunu su primijeni mobilisani strength parameters cm and m using partial parametri čvstoće cm i m preko parcijalnih faktora sigurnosti.653kNm (SLS).3 CONSTRUCTION CONDITIONS IN 2. Piers and abutments can optionally have shallow foundations on foundation plate or deep foundation on piles.3 Shallow foundation on foundation 5 plate The dimensions of foundation plates under piers are 4×11m.889 do 29.1m (Suvovara lijevo).483 to 15. while under abutments are 6×13. Technical information of the bridge is shown in chapter 1. 2.013to15. Tehnički podaci o mostu predstavljeni su u poglavlju 1.2 Loads and foundation conditions 4 for the Suvovara Bridge Design vertical loads of each pier span from 12. Projektovane vertikalne sile pojedinačnih oporca iznose od 20.1 Technical characteristics of the 3 SuvovaraBridge The SuvovaraBridge consists of shorter bridge on left axis (length cca 186m) and longer bridge on right axis (length cca 242m). Stubovi i oporci mogu biti fundirani plitko na temeljni ploči ili duboko na šipovima.538kNm (SLS). Design vertical loads of abutments span from 20. USLOVI FUNDIRANJA TEMELJNIH STOPA Plitko temeljenje na temeljnoj ploči Temeljne ploče stubova su dimenzija 4×11m.3.889to29.3. a temeljne ploče oporca su dimenzija 6×13.483 do 15.1 (Suvovara desno) ili 7×13. Svaki most ima dva krajnja opornjaka. koji iznose Fc = 2.653kNm (SLS).2.538kNm (SLS).3 DIFFERENT GEOTECHNICAL CATEGORIES 2.3. a između njih je 6 stubova na lijevoj i 8 stubova na desnoj osi.7. Each bridge has abutments on its beginning and end. while bending moments span from 1. a momenti savijanja od 1. while between them there are 6 piers on left axis and 8 piers on right axis. a momenti savijanja od 843 do 7.013 do 15. q doz karakteristike mosta Opterećenje i uslovi mosta Suvovara fundiranja Projektovane vertikalne sile pojedinačnih stubova iznose od 12.015kN (SLS).015kN (SLS).7.049kNm (SLS). Bearing capacity of foundation ground is calculated according to the Technical guidelines for foundation of structures: Tehničke Suvovara Most Suvovara sastoji se iz kraćeg mosta na lijevoj osi dužinecca 186m i dužeg mosta na desnoj osi dužine 242m. while bending moments span from 843 to 7.5 i GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 7 of 2411 .1m (Suvovara Right) or 7×13. 2.1m (Suvovara Left). 653 465 15. opter.340 D S5 14.838 380 1.967 E S8 12. st.5.129 F S6 13.5 and F = 1. pier / Oporac. Table 7: Calculation of loads on foundation plates and bearing capacities for each pier and abutment Tabela 7: Proračun opterećenja na temeljne ploče in nosivost temeljnog tla ispod svakog stuba ili oporca Bridge Suvovara left / Most Suvovara levo Abut.013 329 1..768 394 20.857 D S1 13..889 314 881 F S1 12.340 D S3 14. a u proračunu treba uzeti u obzir i poprečne sile i momente savijanja stuba: Fd = Vd (SLS) Na donjoj tabeli prikazani su proračuni In the table below are shown the opterećenja i projektne nosivosti temeljnog calculations for foundation loads and tla ispod oporca i stubova mosta Suvovara bearing capacity for each pier or abutment (Tabela 7).114 351 1. GT unit / GT jedinica SLS Vd [kN] max [kN/m2] qdoz [kN/m2] O1 20. pier / Oporac. GT unit / GT jedinica SLS Vd [kN] max [kN/m2] qdoz [kN/m2] O1 29.129 F S5 13.za opterećenje na temeljnoj ploči upotrebljava se vertikalna sila na stub ili oporac (SLS).011 F S3 13. stub In the tables above are compared U gornjim tabelama upoređena su GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 8 of 2411 . Max found.852 411 15.562 330 881 F Bridge Suvovara right / Most Suvovara desno Abut.968 E S6 14. force in abut.625 375 5. st.070 F O2 21. Max found. force in abut.745 385 1.864 402 1. and in the calculations also the lateral forces and bending moments in piers or abutments must be considered: Fd = Vd (SLS) Prema instrukcijama projektanta mosta.. sila u oporcu. the loads to foundation plates are calculated by using vertical force of pier or abutment (SLS)..892 D Vert. pier / Vert. na temelj Permissible load / Dozvoljeno opter. opter.safety factors Fc = 2. F = 1.929 410 19.043 F O2 27.5. na temelj Permissible load / Dozvoljeno opter.904 386 1. sila u oporcu.102 F S4 15.886 407 5.167 369 1. load / Max.071 F S7 13. of bridge Suvovara.071 F S2 12. pier / Vert. stub Vert.204 D S2 14. load / Max. According to the instructions from the bridge designer.070 F S4 13.920 383 1.214 400 1.016 403 20. Na donjim slikama prikazani su reprezentativni primjeri proračuna slijeganja u različitim geotehničkim jedinicama (Slika 2 . opterećenje). Prema Pravilniku o tehničkim normativima za temeljenje gradjevinskih objekata zahtijeva se da dozvoljeno opterećenje temeljnog tla bude veće od maksimalnog opterećenja: qdoz>max qdoz>max Based on results of ground resistance it can be concluded. stratifikaciju tla i opterećenje stuba ili oporca. Proračun slijeganja ploča uradili smo sa programom PLAXIS 3D Foundation. U proračunu smo uzeli u obzir dimenzije temeljne ploče stuba ili oporca. On the pictures below are shown the representative cases of foundation plate settlements in various geotechnical units.foundation loads and bearing capacities for each abutment and pier of Suvovara Bridge. loads). that the bearing capacity of foundation plate is sufficient for the selected parameters (dimensions. Settlement analyses were performed using PLAXIS 3D Foundation software. da je nosivost temeljnih ploča dovoljna za izabrane parametre (dimenzije. geotehnička jedinica F GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 9 of 2411 .Figure 5). Na osnovu rezultata otpora tla može se zaključiti. According to the Technical guidelines for foundation of structures the permissible foundation load must be greater than maximum foundation load: opterećenja i nosivosti temeljnih ploča za svaki oporac i stub mosta Suvovara.4 Estimation of foundation plate 6 settlement For each pier or abutment the foundation plate settlement was checked. ground stratification and pier or abutment load. (Figure 2 . Prognoza slijeganja temeljnih ploča Za sve oporce i stubove provjerili smo i slijeganje temeljnih ploča.Slika 5) Figure 2: Settlements of pier S3 – left foundation plate of geotechnical unit F Slika 2: Slijeganje temeljne ploče stuba S3 – lijevo. The calculation took into account the dimensions of foundation plate. 2.3. Figure 3: Settlements of pier S4 – left foundation plate of geotechnical unit D Slika 3: Slijeganje temeljne ploče stuba S4 – lijevo. geotehnička jedinica D Figure 4: Settlements of pier S5 – right foundation plate of geotechnical unit F Slika 4: Slijeganje temeljne ploče stuba S5 – desno. geotehnička jedinica F GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 10 of 2411 . Figure 5: Settlements of pier S7 – right foundation plate of geotechnical unit E Slika 5: Slijeganje temeljne ploče stuba S7 – desno. geotehnička jedinica E GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 11 of 2411 . 727 6 × 13.3.12 2 D S1 13. Za temeljenje oporca može se upotrebiti tri bušene betonske šipove prečnika D=1.830 4 × 11 6 F S5 13.486 6 × 13.768 2. u GT jedinici E do 3mm.20m ili D=1.12 6 F S1 12.12 6 F Abut.114 3.013 2.367 4 × 11 6 F S6 13.904 4.50m axially. a u GT jedinici F iznose do 6mm.667 6.838 7.886 4.167 3.139 4 × 11 6 F S4 15.023 3. pier / Oporac.992 4 × 11 1 D S5 14.465 4 × 11 5 F S3 13.dimensions / Dimenzije temelja L × B [m] O1 29.562 9..920 2.Table 8: Calculation of foundation plates settlement for each pier and abutment Tabela 8: Proračun slijeganja temeljnih ploča ispod svakog stuba ili oporca Bridge Suvovara left / Most Suvovara lijevo V [kN] ML [kNm] MT [kNm] Found.60m into rock base. settlement / sleganje temelja GT unit / GT jedinica Abut.110 5.889 8. settlement / sleganje temelja GT unit / GT jedinica s [mm] Bridge Suvovara right / Most Suvovara desno V [kN] ML [kNm] MT [kNm] Found. da slijeganja temeljnih ploča iznose: u GT jedinici D do 2mm. stub SLS Foundation load / SLS Opterećenje na temelj Found.483 7 × 13.447 5.745 1.552 4 × 11 3 E S6 14.232 5.893 4. Duboko temeljenje na šipovima GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 12 of 2411 .623 4 × 11 6 F S4 13.774 5. Each of the piles need to penetrate at least 3D = 3. in GT unit E up to 3mm and in GT unit F up to 6mm. 2.299 1.20m axially.145 4 × 11 5 F O2 21.090 4.250 4 × 11 1 D S2 14.221 7 × 13. that the settlements in GT unit D amount up to 2mm.12 2 D Found.864 843 5.759 1. Na osnovu proračuna slijeganja temeljnih ploča može se sažeti. Svaki od šipova treba biti uronjen minimalno 3D = 3.20m or D=1.233 5.219 5.625 5. Each abutment can be founded on three concrete bored piles of D=1.344 4 × 11 6 F O2 27. Za duboko temeljenje ispod stubova mogu se upotrebiti dva ili četiri bušena betonska šipova prečnika D=1.874 4 × 11 1 D S3 14.588 5.5 Deep foundation on piles 7 Each pier can be founded on two or four concrete bored piles of D=1.538 5.806 4..20m na osnom razmaku eo=5. which are spaced es=4. stub SLS Foundation load / SLS Opterećenje na temelj s [mm] According to the calculation of foundation plate settlements it can be concluded.20m diameter.50m u osnom razmaku es=4.487 4 × 11 5 F S2 12.653 15.049 2.20m.50m diameter.dimensions / Dimenzije temelja L × B [m] O1 20.016 2. pier / Oporac.852 9.929 7.60m u osnovnu sijensku masu. which are spaced eo=5.214 6.50m.114 4 × 11 2 E S8 12.625 4 × 11 6 F S7 13.275 5. 929 7. Table 9: Calculation of loads on each pile inder piers or abutments Tabela 9: Proračun opterećenja na pojedinačni šip ispod stubova ili oporca Bridge Suvovara left / Most Suvovara lijevo Abut.250 2 8.874 2 8.653 15. važi donji divided by 2. stub SLS Foundation load / SLS Opterećenje na temelj No.574 S4 14. Za šipove ispod oporca.294 O2 14. the gornja veličina Nd treba još da se podijeli sa upper value Nd should be additionally 2. In case four piles per pier are used.110 5. podijeljen sa razmakom između šipova (sistem „push – pull“): Nd = Vd / 2 + Md / es (SLS) Nd = Vd / 2 + Md / es (SLS) U slučaju upotrebe četiri šipa na stub. the pile loads are calculated to the following procedure.677 S6 14.465 2 7.016 2.004 S2 12.893 4.. In the table below are shown the calculations of loads on each pile under bridge pears of bridge (Table 9).According to the instructions from the bridge designer.221 6 5.268 No. of piles / Broj šipova Pile load / Opterećenje na šip V [kN] ML [kNm] MT [kNm] Nd [kN] O1 29. gornja veličina Nd treba još da se podijeli sa 2.806 4.139 2 8.467 S3 14.992 2 8.139 2 8.889 8.344 6 5.131 S2 14.864 843 5.487 2 7. of piles / Broj šipova Pile load / Opterećenje na šip Bridge Suvovara right / Most Suvovara desno Abut. the following calculation is used: Nd = Vd / 3 + Md / (2 × eo) (SLS) Nd = Vd / 3 + Md / (2 × eo) (SLS) In case six piles per abutment are used.617 S5 15.838 7. pier / Oporac.049 2.768 2.090 4. pier / Oporac.727 6 4.588 5.299 1. divided by distance of piles (“push – pull” system): Prema instrukcijama projektanta mosta opterećenje na šipove proračunava se po sljedećem postupku.. stub SLS Foundation load / SLS Opterećenje na temelj V [kN] ML [kNm] MT [kNm] Nd [kN] O1 20. Svaki šip u paru će primiti pola vertikalne sile stuba plus cijeli moment savijanja.214 6.552 2 8. Each pile in pair will receive half of the vertical force in pier plus total bending moment in pier. the upper value Nd should be additionally divided by 2.864 843 5. U donjoj tabeli su prikazani proračuni opterećenja na pojedinačne šipove za sve stubove i oporce mosta Suvovara (Tabela 9).886 4. For the piles below proračun: abutments.538 5.014 S1 12.633 GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 13 of 2411 .013 2.219 5.907 S1 13. U slučaju upotrebe šest šipova ispod oporca. 623 2 7. pier / Oporac.114 2 7.667 6. Permissible pile load.774 5. is defined as: Aq p Ap Pk permissible pile load permissible specific soil load at the level of pile top pile cross section at the level of pile top permissible specific load to friction of bearing layers along pile shaft pile shaft surface along these layers pile self-weight.202 S7 13.367 2 8.745 1. računa se prema obrascu: Rd = qAq + pAp .920 2. Dozvoljeno opterećenje šipa.949 S8 13.Pk Rd q Pile load / Opterećenje na šip Rd = qAq + pAp .6 Calculation of capacity of piles The bearing 8 Bearing capacity calculation of piles is performed according to the Technical guidelines for foundation of structures.625 2 7.114 3.367 2 8. reduced by pile selfweight.168 S5 13.233 5. of piles / Broj šipova V [kN] ML [kNm] MT [kNm] S3 13.232 5..167 3.233 5.830 2 8.275 5.833 S4 13.423 O2 12.3.920 2.904 4.145 6 4. smanjeno za vlastitu težinu. Permissible specific soil load q is calculated Dozvoleno specifično opterećenje as: qproračunava se prema obrascu: q = rNr + dKSNqr + cmNcr r d KS cm soil density at pile top radius of pile base vertical pressure of soil self-weight at the level of pile top coefficient of soil pressure at rest at the level of pile top mobilised cohesion at the level of pile top q = rNr + dKSNqr + cmNcr r d KS cm zapreminska masa tla u nivou vrha šipa poluprečnik baze šipa vertikalni pritisak od sopstvene mase tla u nivou vrha šipa koeficijent zemljanog pritiska u stanju mirovanja u nivou vrha šipa mobilisana kohezija tla u nivou vrha GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 14 of 2411 .447 5.172 2.Bridge Suvovara right / Most Suvovara desno Abut.625 5.152 S6 13.Pk Rd q Aq p Ap Pk dozvoljeno opterećenje šipa dozvoljeno specifično opterećenje tla u nivou vrha šipa površina presjeka šipa u nivou vrha šipa dozvoljeno specifično opterećenje na trenje nosećih slojeva uz omotač površina omotača duž tih slojeva vlastita težina šipa. Nd [kN] Proračun nosivosti šipova Proračun nosivosti šipova izveden je po Pravilniku o tehničkim normativima za temeljenje gradjevinskih objekata. stub SLS Foundation load / SLS Opterećenje na temelj No. = 0. GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 15 of 2411 .5. 1.5m S diameter). koji iznose Fc = 2. or mobilised cohesion cm in case am cohesion is smaller than adhesion vertical pressure from soil self-weigh at the level of pile mobilised friction angle between pile o and soil p = am + o KS tgm mobilisana adhezija između šipa i okolnog tla (am = a / F). applied the Converse-Labarre reduction method: Pošto šipovi nastupaju u grupama po 1×2 (ispod stuba) i 2×3 (ispod oporca).898 (1 row of piles with 2 piles. depending on Nr Nqr Ncr faktori nosivosti koji zavise od mobilised friction angle m veličine dozvoljenog mobilisanog ugla otpornosti protiv smicanja m Permissible specific load p along pile shaft is calculated as: Dozvoljeno specifično opterećenje p proračunava se prema obrascu: p = am + o KS tgm am o m mobilised adhesion between pile shaft and soil (am = a / F).5 i their capacity must be reduced.šipa Nr Nqr Ncr bearing factors.d D arctan n 1 m m 1 n S 1 90 m n D correction factor for piles in group arctan S n number of rows of piles m D S number of piles in single row pile diameter axial spacing between piles.2m diameter) correction U datom slučaju za stubove korekcijski faktor iznosi = 0.d metod po Converse –Labarre-u: n 1 m m 1 n 1 90 m n Rd Rc . We’ve F = 1.5. 1. treba se reducirati njihova nosivost. korekcijski faktor zbog šipova u grupi n broj redova šipova m broj šipova u jednom redu In case of piers correction factor equals D premjer šipova mođuosna razdala između šipova.761. faktora sigurnosti.898 (1 red šipova sa 2 factor equals =0.5 and F = 1. U proračunu su primijenjeni mobilisani Since piles are situated in groups of 1×2 parametri čvstoće cm i m preko parcijalnih (below piers) and 2×3 (below abutments). odnosno mobilisana kohezija cm okolnog tla ako je kohezija manja od adhezije vertikalni pritisak od sopstvene mase tla u nivou sredine nosivog sloja h koji prenosi opterećenje trenjem mobilisani ugao trenja između šipa i tla The calculation considered mobilised m strength parameters cm and m using partial safety factors Fc = 2. Upotrebili smo Rd Rc . In case of abutments (2 rows of piles with 3 piles. * Prikazana je GT jedinica.000 8.5 E > 30.467 S3 2 16 1. Maksimalna nosivost betonskog elementa za šip sa prečnikom D=1.294 O2 6 3** 1.000 8.2 D > 25.5 E > 30.268 Bridge Suvovara right / Most Suvovara desno Abutment. za šipove prečnika geotechnical unit of the pile is determined.5m). ** Šip nije potreban. since the foundation lies within the rock mass.907 S1 2 3** 1.5 D > 30.677 S6 2 3** 1.5 D > 30.152 S6 2 10 1.2m iznosi ~25. a za šip sa prečnikom D=1. pier / No. za šipove prečnika 1.000 7.423 O2 6 6 1.000 8.2m is ~25.000 5. jer se temelj nalazi u stijenskoj masi.761.574 S4 2 3** 1. Maximum strength of concrete element for pile diameter D=1.000 7.000kN and for pile diameter D=1.202 S7 2 4 1.172 * The GT unit at the pile base is shown.000kN.2 D > 25.5 E > 30. 1.5 E > 30.000 4. pier / No.949 S8 2 11 1.5 E > 30.833 S4 2 14 1.000 8.000 8.5 D > 30.131 S2 2 3** 1.šipa. stub Broj šipova Pile length / Dužina šipa Pile diameter / GT unit* / Prečnik šipova GT jedinica* Pile capacity / Pile load / Nosivost šipa Opterećenje na šip H [m] D [m] Rd [kN] Nd [kN] O1 6 3** 1.5m GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 16 of 2411 .633 S3 2 11 1.5 E > 30.2m) korekcijski faktor iznosi = 0. ** The pile is unnecessary. of piles / Oporac. stub Broj šipova Pile length / Dužina šipa Pile diameter / GT unit* / Prečnik šipova GT jedinica* H [m] D [m] Pile capacity / Pile load / Nosivost šipa Opterećenje na šip Rd [kN] Nd [kN] O1 6 14 1.000 7.000 5.000 8. Za oporce For each location of abutment or pear the (2 reda šipova sa 3 šipa.2 D > 25.000 4.000 8.2 D > 25. Proračuni nosivosti i opterećenja su 10): prikazani u donjim tabelama (Tabela 10): Table 10: Calculation of bearing capacity of piles according to rock and pile properties Tabela 10: Proračun nosivosti šipa u odnosu na svojstva stijenske mase i šipa Bridge Suvovara left / Most Suvovara lijevo Abutment. of piles / Oporac. Za svako mjesto oporca ili stuba provjereno je u kojoj geotehničkoj jedinici se nalazi šip i The calculations of pile loads and bearing na osnovu toga proračunata je nosivost capacities are shown in tables below (Table šipa.000kN.5 D > 30. The bearing capacity is calculated according to rock and pile properties.000 7.5 E > 30.5 F 7.5 E > 30.000 8.5m is ~30.000 8.065 7.617 S5 2 4** 1.168 S5 2 13 1.5 E > 30.004 S2 2 13 1. u kojoj se nalazi baza šipa.014 S1 2 19 1. 3.3. izabrane parametre (dužina. According to the Technical guidelines for foundation of structures.1980). correction factor for pile Rk zaν=0. 2. Rk. Rh i R su dati u obliku grafikona (Paulos i Davis. that the bearing capacity of Na osnovu rezultata otpora tla može se piles is sufficient for the selected zaključiti. diameter). R and R are given in the 0 k h form of charts (Paulos and Davis.000kN.1980).iznosi ~30.7 Pile load and bearing capacity 9 check In the tables above are compared pile loads and bearing capacities for each abutment and pier of Suvovara bridge. for ν = 0. the permissible load must be greater than the maximum load: Kontrola šipova opterećenja i nosivosti U gornjim tabelama upoređena su opterećenja i nosivosti šipova za svaki oporac i stub mosta Suvovara. GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 17 of 2411 .8 Estimation of pile settlement 10 Prognoza slijeganja šipova Estimation of pile settlement is calculated Prognozu slijeganja šipova računamo po by Paulos and Davis (1980) equation for jednačini Paulos-a i Davis-a (1980) za end-bearing pile on stiffer stratum: šipove.5 šip u polu-beskonačnu masu. da je nosivost šipova dovoljna za parameters (length. Prema Pravilniku o tehničkim normativima za temeljenje gradjevinskih objekata zahtijeva se da dozvoljeno opterećenje bude veće od maksimalnog opterećenja: Rd> Nd Rd> Nd Based on results of ground resistance it can be concluded. Vrijednosti I0.5 compressibility Rk korekcijski faktorstišljivosti šipova k k pile stiffness factor faktor krutosti šipova Rh correction factor for finite depth of Rh korekcijski layer on a rigid base faktorzakonačnudubinusloja R correction for soil Poisson`s ratio s natvrdoj podlazi Korekcija za Poissonov R Es Young`s modulus of the soil skoeficijent tla Eb Young`s modulus of the pile Es modul smicanja stijene (Youngov) d shaft diameter Eb modul smicanja šipova (Youngov) h total depth of soil layer d prečnik šipova L Length of the pile h ukupnadubinasloja tla L dužina šipova Values I . čija nosivost je na bazi šipa u krućem sloju: s=P × I/(Es × d) s=P × I / (Es × d) s pile settlement P applied axial load s slijeganje šipa I I = I 0 × Rk × Rb × R P opterećenje šipa settlement-influence factor for I I = I0 × Rk × Rb × R I0 incompressible pile in semi-infinite I0 faktor uticaja slijeganja za nestišljiv mass. 2. prečnik). R . * Prikazana je GT jedinica. Na osnovu rezultata otpora tla izabrani su parametri šipova (dužina. O2 E 1 2 * The GT unit at the pile base is shown.3. length.For each location of abutment or pear the geotechnical unit at the base of pile was determined. number of piles. top and bottom of piles at each pier Tabela 12:Pregled podataka o GT jedinici. [mm] s max. for each pier or abutment the necessary piles are given. Top and bottom of piles are specified in absolute elevations (Above Sea Level) Na osnovu proračuna nosivosti i slijeganja šipova za svaki stub ili oporac podati su potrebni šipovi. [mm] D 1 2 S3. top and bottom of piles at each pier. Table 12:Summary of the information about GT unit. 2. broju šipova. vrhu i dnu šipova po stubovima. According to all that the settlements are calculated and shown in tables below (Table 30): Za svako mjesto oporca ili stuba provjereno je u kojoj geotehničkoj jedinici se nalazi baza šipa. stub Pile settlement / slijeganje šipova Pile settlement / slijeganje šipova s min. O2 D 1 2 Pile settlement / slijeganje šipova Pile settlement / slijeganje šipova s min. u kojoj se nalazi baza šipa. S6. Proračuni su prikazani u donjim tabelama (Tabela 11): Table 11:Calculation of pile settlements Tabela 11:Proračun slijeganja šipova Bridge Suvovara left / Most Suvovara lijevo Abutment. In the table Tabela 12below are summarized the information about GT unit. prečnik). vrhu i dnu šipova po stubovima GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 18 of 2411 . broju šipova. prečniku. S5 E 2 3 S4. Vrh i dno šipova dati su u apsolutnim nadmorskim visinama. i na osnovu toga proračunato je slijeganje šipa. length. S1. diameter. diameter) were selected. U donjoj tabeli Tabela 12 sažeti su podaci o GT jedinici. pier / Oporac. prečniku. [mm] O1. S2 Geotechnical unit* / Geotehnička jedinica* Bridge Suvovara rught / Most Suvovara desno Abutment. dužini. number of piles.9 Summary of foundations 11 Pregled temeljenja na šipovima Based on the calculation of pile bearing capacity and settlements. stub Geotechnical unit* / Geotehnička jedinica* O1 D 0 1 S1 F 2 3 S2 – S8. dužini. From the results of ground resistance the parameters of the pile (length. diameter. pier / Oporac. [mm] s max. 24 956. of piles / Broj šipova Pile length / Dužina šipa Pile diameter / Prečnik šipova O1 6 S1 GT unit* / GT jedinica* Pile top / Vrh šipa Pile bottom / Dno šipa H [m] D [m] 3** 1.2 D [m] asl [m] asl 962.80 959.5 D 959.24 S2 2 3** S3 2 16 1.17 965.11 O2 6 3** 1.58 953.58 1.06 954.Bridge Suvovara left / Most Suvovara levo Abutment.09 951.5 D 959. pier / Oporac.09 4** 1.17 GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 19 of 2411 .50 940.5 D 956.11 956. stub No.80 2 3** 1.2 D 968.5 D 954.5 E 958.50 S4 2 S5 2 3** 1.06 S6 2 3** 1.5 E 956. 22 947. stub No.62 S8 2 11 1.Bridge Suvovara right / Most Suvovara desno Abutment.72 945. ** Šip nije potreban.2 D 964.53 950. settlements) prikazani su uslovi fundiranja (nosivost.5 E 957.10 942.06 S6 2 10 1.53 S1 2 19 1.5 E 953. of piles / Broj šipova Pile length / Dužina šipa Pile diameter / Prečnik šipova H [m] D [m] GT unit* / GT jedinica* Pile top / Vrh šipa Pile bottom / Dno šipa [m] asl [m] asl O1 6 14 1. pier / Oporac.76 967. plitko na ploči). piles). foundation lies within the rock mass.10 S2 2 13 1.5 E 957. jer se temelj nalazi u stijenskoj masi. which type of foundation suits fundranja mu najviše odgovara za svaki him best for each separate pier or stub ili oporac. for alternative types of foundations (shallow slijeganje) za različite tipove fundiranja foundation on plate.57 942.76 * The GT unit at the pile base is shown.5 E 956.2 D 971. u kojoj se nalazi ** The pile is unnecessary.23 955. abutment.5 F 961.5 E 956.22 S7 2 4 1.62 953.5 E 958.72 S3 2 11 1.06 940.80 S4 2 14 1.57 S5 2 13 1. GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 20 of 2411 . * Prikazana je GT jedinica.80 945.23 O2 6 4 1. The designer of the bridge can make Projektant objekta može odlučiti koji tip a decision.5 E 966. since the baza šipa. deep foundation on (duboko na šipovima. For each pier or abutment of Suvovara Bridge the foundation conditions are Za svaki oporac ili stub mosta Suvovara summarized (bearing capacity. ). Categorization of rock masses on the basis of adopted physical and mechanical properties (RMR. GSI). 3 3. Occurence of ground water (sources. occurrence of ground water U tabelarnom dijelu koji prati razvijeni inženjerskogeološki profil (na kojem su odgovarajućim oznakama prikazani litološki sastav. etc.1 INŽENJERSKOGEOLOŠKO KARTIRANJE ISKOPA Engineering-geological mapping of Inženjerskogeološkim kartiranjem iskopa excavations of the footings and piles is kako mesta stopa. GSI).4 USE OF EXCAVATED MATERIAL 11. Registration and separation of zones in flysch sediments prone to swelling (claystones.Pojave nestabilnosti (potencijalno nestabilni blokovi i njihove dimenzije. The tables that follows part of developed engineering-geological profile (inclusive of appropriate markings showing lithology. tako i iskopa šipova required to define: neophodno je definisati: - - - Lithostratigraphic composition.) i njihove raskvašenosti. leakage. The results of mapping the excavation Rezultate kartiranja iskopa prikazati na should be shown on advanced engineering razvijenom inženjerskogeološkom profilu geological profile of the bridge in the scale mosta razmjeri 1:200. contoured discontinuities. discontinuities. projektima i nijesu predmet ovog elaborata. .) and their sodden scale. okonturenost diskontinuitetima i dr. curenje. etc.2. Instability phenomena (potentially unstable blocks and their dimensions. diskontinuiteti.Zoniranje stijenskih masa po stepenu fizičko-mehaničke poremećenosti. kapanje).1 PROPOSAL OF GEOTECHNICAL 12 PREDLOG PROGRAMA INVESTIGATIONS PROGRAMME GEOTEHNIČKIH ISTRAŽIVANJA I AND MONITORING DURING MONITORINGA TOKOM IZGRADNJE CONSTRUCTION ENGINEERING-GEOLOGICAL MAPPING OF EXCAVATIONS 12. dripping). . 1: 200. .1 UPOTREBA ISKOPANOG AND LANDFILL SITES FOR MATERIJALA I LOKACIJA EXCESS MATERIAL DEPONIJA VIŠKOVA MATERIALA Use of excavated material and landfills sites Upotreba iskopanog materijala i lokacija will be defined in separate designs and is deponija biće definisane u posebnim not a subject of this Final Report.). .Kategorizaciju stijenskih masa na osnovu usvojenih fizičko-mehaničkih svojstava (RMR. .. Zoning rock masses by the degree of physical and mechanical damage.Registrovanje i izdvajanje zona u flišnim sedimentima sklonih bubrenju (glinci i dr.Pojave podzemnih voda (izvori.Litostratigrafski sastav. pojave podzemnih GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 21 of 2411 . . etc.Fizičko-mehaničke poremećenosti masses. GSI. To podrazumijeva: Transport and selective disposal of waste materials at selected landfills. may have certain impacts on the environment and surrounding objects. section Smokovac-Mateševo. This strictly involves keeping in mind that oil and petroleum products during transportation and operation of machines must not get into these streams. u cjelini gledano neželjeni uticaji biće sredeni na najmanju mjeru. ukoliko izvođenje mosta bude prilagođeno konkretnim geotehničkim uslovima. given that sandstones and sandy limestones can be used for construction of embankments along the highway route. NA Gradnjamosta na autoputu Bar-Boljare. odnosno vodotok Tare koji je pod posebnom zaštitom.Kategorizacije stijenskih masa na basis of actually identified geotechnical osnovu stvarno utvrđenih geotehničkih svojstava (RMR. In the immediate area there are several houses and impact on the facilities and environment is expected. dionica Smokovac-Mateševo. properties (RMR.). which are presented in this Final Report. pri čemu se pješčari i pjeskoviti krečnjaci mogu koristiti za izradu nasipa duž trase autoputa.and quasi homogeneous zones) need to voda i kvazihomogene zone) dati prikaz: show: - 4 Lithological composition.). This includes: Svakako. To podrazumijeva strogo vođenje računa da nafta i naftni derivati prilikom transporta i rada angažovanih mašina ne dospiju u navedene potoke. Certainly.Litološkog sastava. stijenskih masa. koji su prikazani u ovom Elaboratu. U neposrednoj blizini mosta nalaze se stambeni objekti pa tako može doći do uticaja na objekte i životnu sredinu.mechanical damage of rock . streams. Special attention during the construction Posebnu pažnju prilikom gradnje treba should be paid to the protection of existing posvetiti zaštiti postojećih potoka. Categorization of rock masses on the . Regulated drainage of water and Odvoženje i selektivno odlaganje materijala na odabrane deponije. INFLUENCE OF THEBRIDGE 13 UTICAJ IZGRADNJE MOSTA CONSTRUCTION ON THE TERRAIN TEREN I OKOLNE OBJEKTE AND ADJACENT FACILITIES Construction of the bridge on the highway Bar-Boljare. . Physical . or river Tara which is under special protection. generally the adverse effects will be minimized. može imati određene uticaje na prirodnu sredinu i okolne objekte. Regulisano odvođenje voda i upuštanje GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 22 of 2411 . if the construction of the bridge is adapted to specific geotechnical conditions. GSI i dr. Na osnovu rezultata istraživanja definisali smo geološke. Geotehnički elaborat za most Suvovara. However the results of the calculations have shown that bridge can be founded Ali pri tom je potrebno uzeti u obzir da kot both on shallow or deep foundations. and environment. inženjerskogeološke i geotehničke uslove izgradnje mosta. što može dovesti do degradacije fliša discharges in the hydrological maximums i njegovog slabljenja u smislu nosivosti i into construction pits at the support sleganja. Strogo vođenje računa da nafta i naftni derivati tokom transporta i rada angažovanih mašina ne dospiju u prirodne recepijente. U cjelini gledano. geotehnički uslovi gradnjemosta Suvovara su relativno povoljni na lijevoj traci i nešto manje povoljni na desnoj traci. To pogotovo važi za zonu desne GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 23 of 2411 .Taken as a whole. prethodnih faza i analize razpoložljive fondovske dokumentacije sličnih projekata na flišnim terenima. i kao takav predstavlja sintezu rezultata istraživanja iz ove faze. engineering-geological and geotechnical conditions for construction of the bridge. hidrogeološke. Proračuni koje smo napravili ukazuju na to da se može fundiranje na obje trake izvesti plitko ili duboko fundiranje. in order to minimum appearance of the environment. Takođe smo definisali potreban obim geotehničkog monitoringa i nadzora izrade mosta s kojim če se moći optimizovati uslovi izgradnje. discharging clean water in existing streams Strictly taking into account that oil and petroleum products during transportation and operation of machinery not reach the natural recipients. 5 paid to in the natural disturbe CONCLUSION čistih voda u postojeće potoke. Posebnu pažnju pokloniti skladnom uklapanju mosta u ekološko okruženje. we have defined the geological. hydrogeological. 14 ZAKLJUČAK Geotechnical Final Report for bridge Suvovara has been made according to the Design of detailed geotechnical investigations. We have also defined the necessary scope of geotechnical monitoring and supervision over bridgeconstruction with which conditions for construction will be optimized. kako bi se što manje narušio izgled prirodne sredine. Special attention needs to be harmonious fitting of bridge ecological environment. odnosno prirodni ambijent. geotechnical conditions for construction of bridge Suvovara are relatively favourable on the left lane and somewhat less favourable on the right lane. urađen je shodno Projektu detaljnih geotehničkih istraživanja. Based on the investigation results. izkopa građevinske jame može doći (u hidrološkom maksimumu) do povećanih However we have to take into account the dotoka podzemne ili površinske vode u possibility of increased groundwater jamu. previous phases and analysis of available fund documentation from similar projects in the flysch terrains. and is a synthesis of the research results from this phase. koji će izabrati način fundiranja na osnovu tehničkoekonomske analize. GEOTECHNICAL FINAL REPORT FOR BRIDGE SUVOVARA GEOTEHNIČKI ELABORAT ZA MOST SUVOVARA 24 of 2411 . da je barem za desnu traku primjernije fundiranje na šipovima. trake gde se javlja slabiji fliš.locations. This is especciallly relevant for the right lane. This can lead to degradation of the flysh and partial loss of bearing capacity and higher settelments. where weaker flys was found. The final choice should certainly be made by designer on the basis of a technical and economic analysis. Konačnu odluku o vrsti fundiranja prepuštamo projektantu. S toga smatramo. Therefore we are recommending that deep foundation is considered at least for the right lane.
Report "Geotehnicki Elaborat Za Most Suvovara_dio"