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Two topics are presented in the paper. The first one deals with seismic behaviour of multistorey masonry shear walls with openings built from hollow clay units. Special attention is given to the response and failure mechanisms. The second one deals with strengthening of such masonry with fibre reinforced mortar coatings. To study these topics, full scale walls as well as a full scale three storey model were built and tested at Slovenian National Building and Civil Engineering Institute. Reference and strengthened walls as well as the three storey building model with plan dimensions 4 m x 4 m and height of 6.7 m were tested in cyclic shear under constant compressive load. First, the multistorey model was tested in its original state until major but still repairable damage. Then, the damaged model was strengthened with glass fibre (GFRP) mesh reinforced mortar and re-tested to near collapse. In both cases the response to horizontal loads was with storey mechanism, with the majority of damage concentrated in the walls of the weakest storey. The dominant damage was of the diagonal shear type. The seismic response of individual walls tested in cyclic shear was very similar to what was observed in the walls of the multistorey model. Results show that seismic response of masonry structures can be significantly improved by an appropriate strengthening method. večetažnih sten, sezidanih iz modularnih zidakov, s poudarkom na opazovanju mehanizmov odziva in porušitve, ki se razvijejo v večetažnih stenah z odprtinami. Druga tema je osredotočena na raziskave utrjevanja takšnega zidovja z malto, armirano z mrežicami iz steklenih vlaken. Za raziskave smo na Zavodu za gradbeništvo Slovenije zgradili in preiskali posamezne zidove in večji trietažni preizkušanec v naravni velikosti. V cikličnem strigu pri konstantnem tlaku smo preizkusili več referenčnih in utrjenih zidov ter trietažni model dimenzij 4 x 4 m v tlorisu in višine 6,7 m. Trietažni model smo najprej obremenili do večjih, a popravljivih poškodb. Zatem smo poškodovani preizkušanec utrdili s kompozitnimi oblogami iz malte, armirane s steklenimi vlakni (GFRP), ter ga ponovno preiskali, tokrat skoraj do porušitve. V obeh primerih je bil odziv modela na vodoravno obtežbo s t. i. etažnim mehanizmom, pri katerem se večina poškodb skoncentrira v zidovih najšibkejše etaže. V zidovih smo opazili tipične strižne poškodbe z diagonalnimi razpokami. Potresno obnašanje posameznih zidov je bilo zelo podobno odzivu zidnih slopov večetažnega preizkušanca. Rezultati kažejo, da je mogoče z ustreznim načinom utrjevanja zidov doseči občutno izboljšanje potresnega obnašanja.

At the end of August 2016 an earthquake with a magnitude of 6.2 Mw hit Central Italy, followed by many strong aftershocks, which caused nearly 300 casualties and extensive damage. Less than two months later we had the opportunity to visit part of the affected area and see the seismic damage live. The majority of the affected buildings, seen in the field, were stone masonry buildings; there were almost no modern buildings in the area. Almost all of the buildings in the affected villages, which belong to the region Arquata del Tronto, are more or less damaged, while the village Pescara del Tronto is almost completely ruined. The damage observed is typical for stone and poorly connected buildings, dominated by shear damage. It turned out that buildings with r.c. columns behaved better than those without them. The article presents the earthquake data, typical earthquake damage of brick buildings, damage of two skeletal reinforced concrete structures and shows possible methods for interventional supporting of strongly damaged buildings. Konec avgusta 2016 je osrednjo Italijo prizadel potres z magnitudo 6,2 Mw in več močnimi popotresnimi sunki; povzročil je skoraj 300 žrtev in večjo gmotno škodo. Slaba dva meseca po potresu smo dobili priložnost, da obiščemo del prizadetega območja in si poškodbe ogledamo v živo. Glavnina prizadetih stavb je bila kamnitih zidanih, sodobnih stavb je bilo na obiskanem območju zanemarljivo malo. V prizadetih vaseh, ki sestavljajo naselje Arquata del Tronto, so skoraj vse starejše stavbe tako ali drugače poškodovane, vas Pescara del Tronto pa je skoraj v celoti uničena. Poškodbe so tipične za kamnite in slabo povezane stavbe, prevladujejo strižne poškodbe; stavbe z vezmi so se obnašale bolje kot tiste brez. V prispevku so podatki o potresu, predstavitev tipičnih poškodb zidanih stavb, poškodbe dveh skeletnih armiranobetonskih konstrukcij in prikaz načinov interventnega popotresnega opiranja močno poškodovanih stavb.

The paper presents an experimental study of seismic resistance of reinforced concrete columns for the purpose of analysing the influence of uncertainty of material characteristics and uncertainty in manufacture. In order to cover all of the considered sources of uncertainty, 12 columns were manufactured in three different companies. The same plan and nominally the same materials were used in the production of the columns. In addition to the material characteristics, the influence of lapping of longitudinal reinforcement on the seismic response of columns was analysed as well. The columns were tested with cyclic horizontal load, which was increased until collapse. The research has shown that there are big differences in the manufacture of the columns, which is observed in the seismic response after reaching the maximum capacity. The biggest influence on the ductility can be attributed to the detailing of the stirrups. The research has also confirmed some already well-known dependences and demonstrated that one of important parameters of the seismic resistance of columns might be the location of the first stirrup above the foundation. V članku so prikazane eksperimentalne preiskave potresne odpornosti armiranobetonskih stebrov, ki so bile opravljene na Zavodu za gradbeništvo Slovenije (ZAG) z namenom, da se določi vpliv negotovosti oz. razpršenosti materialnih karakteristik in izvedbe na potresni odziv stebrov. Da bi zajeli kar se da veliko virov negotovosti, smo naročili izdelavo 12 stebrov, ki so jih izdelala tri različna podjetja na podlagi istega načrta in nominalno enakih materialov. Poleg materialnih karakteristik smo analizirali vpliv preklopa vzdolžne armature na potresni odziv stebrov. Stebre smo preizkusili s ciklično horizontalno obtežbo, ki smo jo povečevali do porušitve. Raziskave so pokazale, da so med proizvajalci v resnici velike razlike, ki pa so opazne predvsem pri odzivu stebrov po doseženi največji nosilnosti. Največji vpliv na duktilnost ima izvedba armaturnega detajla stremen. Z raziskavo smo potrdili tudi nekatere že znane odvisnosti in opazili, da bi lahko bil pomemben parameter potresne odpornosti tudi lokacija prvega stremena nad temeljem.

The efficiency of strengthening traditional three-leaf stone masonry walls with different types of polymer coating has been investigated. Glass fibre grid or fabric and single component fibre reinforced mortar or epoxy resin were used as coating materials. Four different coating types have been applied, with coating placed on one or both sides of the walls and anchored ornot anchored to the masonry at the corners. Altogether 10 walls have been tested by subjecting them to cyclic shear at constant precompression, among them two walls have been tested in the original state as control specimens. All walls failed in shear. Significant increase in lateral resistance of the strengthened walls with regard to control walls has been observed in all cases, amounting to 4.0-times the resistance of the control walls. The degree of improvement did not depend on the type of the coating but on the technologyof application. Although the coating increased the rigidity of the walls, displacement and energy dissipation capacities have been also improved. Raziskovali smo učinkovitost utrjevanja tradicionalno zidanega trislojnega kamnitega zidovja z različnimi vrstami kompozitnih oblog. Za oblogo smo uporabili mrežo oziroma tkanino iz steklenih vlaken v z vlakni ojačeni malti oziroma epoksidni smoli. Zidove smo obložili na štiri različne načine, bodisi samo na eni bodisi na obeh straneh, oblogo pa v nekaterih primerih v vogalih tudi dodatno sidrali v zidovje. S ciklično strižno obtežbo pri konstantni predobremenitvi smo preiskali deset zidov, med njimi sta bila dva za primerjavo preiskana v osnovnem, neutrjenem stanju. Vsi zidovi so se porušili strižno, preiskave pa so pokazale opazno, tudi štirikratno povečanje odpornosti utrjenih zidov v primerjavi z referenčnima, neutrjenima zidovoma. Stopnja povečanja odpornosti ni bila toliko odvisna od tipa obloge kot od tehnologije nanašanja. Kot so pokazali rezultati preiskav, je oblaganje izboljšalo tudi sposobnost deformiranja in sipanja energije, vendar je hkrati povečalo togost zidov.

Shear failure, characterized by the occurrence of diagonally oriented cracks, is a typical failure mode of unreinforced and confined masonry walls subjected to in-plane seismic loads. Although other mechanisms are also possible, seismic resistance of a regular masonry structure depends predominantly on the shear resistance of structural walls. The results of cyclic lateral resistance tests of different types of unreinforced walls with two height/length aspect ratios and tested at different compressive stress/compressive strength ratios, have been used to compare the experimentally obtained resistance values with the results of calculations. Ithas been shown that typical equations used for the calculation of the shear resistance of walls, which are based on either shear friction or diagonal tension failure mechanisms, do not have general validity, because they reflect the type of the shear failure, for which they had been developed. Whereas good correlation between experimental results and calculations has been obtained if the equations based on the diagonal tension failure mechanism have been used, the calculations based on the shear friction failure mechanism overestimated the actual resistance of the tested walls. Strižna porušitev, ki jo označujejo značilne poševno usmerjene razpoke, je tipičen način porušitve nearmiranih in povezanih zidov, na katere v ravnini zidu deluje potresna obtežba. Čeprav so možni tudi drugi mehanizmi, je potresna odpornost pravilno zasnovanih zidanih konstrukcij v pretežni meri odvisna od strižne odpornosti nosilnih zidov. Da bi ocenili primernost različnih metod, s katerimi računamo strižno odpornost, smo rezultate izračunov primerjali z vrednostmi, ki smo jih dobili s cikličnimi preiskavami odpornosti večjega števila nearmiranih zidov. Zidovi z dvema razmerjema med višino in dolžino so bili sezidani z različnimi vrstami opečnih votlakov, preiskani pa so bili pri različnih nivojih navpične obremenitve. Primerjava jepokazala, da tipične enačbe, osnovane bodisi na podlagi prestrižnega mehanizma bodisi na podlagi porušitve zaradi natega v diagonalni smeri, niso splošno veljavne. Medtem ko se rezultati računa z enačbo, osnovano na mehanizmu porušitve zaradi natega v diagonalni smeri, dobro ujemajo z eksperimentalnimi vrednostmi in je ujemanje vprašljivo le pri dolgih zidovih, obremenjenih z zelo nizkimi tlačnimi napetostmi, izračuni z enačbami, osnovanimi na podlagi porušitve strižnega trenja, v večini primerov močno precenijo dejansko strižno odpornost zidov.

V magistrski nalogi smo se ukvarjali s potresnim obnašanjem opečnih zidanih konstrukcij. Izhodišče za raziskave so bile laboratorijske eksperimentalne preiskave neutrjenih in utrjenih opečnih zidnih slopov ter prekladnih delov. Preučevali smo vpliv utrjevanja z maltno oblogo, ki je armirana z mrežico iz steklenih vlaken. Obloga je sidrana v zid s posebnimi L-sidri iz steklenih vlaken in z jeklenimi povezovalnimi sidri (diatoni), ki poskrbijo za sidranje enostranske obloge in tudi za povezavo slojev pri dvostranski utrditvi. V nalogi je opisan odziv zidov na potresno obtežbo pred in po utrditvi. Vpliv utrditve je temeljito analiziran. Predstavljeni so računski modeli za izračun odpornosti neutrjenih in utrjenih zidnih slopov in prekladnih delov. Prikazan je tudi izračun odpornosti za vse preizkušance, rezultati pa so primerjani z rezultati testov. Zaradi slabega ujemanja rezultatov testov in analize z običajnimi modeli smo pri utrjenih prekladnih delih razvili nov model, ki na podlagi inženirskih predpostavk bolje oceni odpornost. V zadnjem delu naloge smo ugotovitve iz testov posameznih zidov uporabili za modeliranje neutrjene in utrjene stavbe in za oceno vpliva utrjevanja le z ene strani zidov. Prikazani so vsi koraki v postopku modeliranja, vključno z določanjem odpornosti in nelinearnih lastnosti vseh elementov (zidov). Potresni odziv stavbe smo določili z nelinearno potresno analizo. In this master thesis, we were focusing on seismic response of brick masonry constructions. Starting point for the research were experimental analysis of unreinforced and reinforced brick piers and spandrels. We studied the effect of strengthening brick masonry with mortar reinforced with GFRP mesh. Mortar layer is anchored into the wall with special L-shaped anchors, made of GFRP and with steel connecting anchors (diatones), which anchors one-sided plaster and helps at binding the layers. This thesis describes the response on seismic load before and after reinforcement. Computer models for calculation of resistance of unreinforced and reinforced brick piers and spandrels are also described. Calculation of resistance of all test subjects are shown, results are compared with experimental analysis results. Because of poor matching of computer model results and experimental results of spandrels we developed a new model, which based on engineering assumptions better approximates resistances. In the last part of this master thesis we used the findings to model unreinforced and reinforced building to evaluate the impact of reinforcing from only one side of the wall. All steps in modelling process are shown, including determination of resistances and non-linear characteristics of all elements (walls). The seismic response of the building was determined with non-linear seismic analysis.

V magistrskem delu je zasnovana in na potresno obtežbo računsko preverjena 12 nadstropna stavba iz križno lepljenega lesa. Gre za preliminarno analizo potencialnih nadomestnih gradenj v Ljubljani, kjer bi se obstoječe tipske več nadstropne stanovanjske stavbe z nezadostno potresno odpornostjo nadomestilo s sodobno zasnovanimi vendar arhitekturno sorodnimi stavbami iz trajnostnih materialov. V nalogi je na osnovi preučene arhivske dokumentacije ene izmed obstoječih tipskih stavb ter z upoštevanjem materialnih in tehnoloških omejitev zasnovana nova stavba iz križno lepljenega lesa. Na osnovi podatkov iz literature in že izvedenih eksperimentov o potresnem odzivu posameznih stenskih elementov in veznih sredstev je bil modeliran njihov odziv. Razvit je bil nelinearen računski model veznih sredstev, ki je bil v nadaljevanju tudi validiran. Na podlagi validiranega odziva posamezne stene se je pristopilo k izdelavi računskega nelinearnega modela načrtovane stavbe. Na osnovi notranjih statičnih veličin linearnega modela so bile ocenjene dimenzije nosilnih elementov (križno lepljenega lesa in spojev), nadalje je bila izvedena nelinearna potisna analiza. Le-ta je predstavljala osnovo za analizo po N2 metodi in metodi načrtovanja pomikov - za oceno ustreznosti odziva in odpornosti zasnovane stavbe na potresno obtežbo. In the thesis, a 12-storey building made of cross-laminated timber is designed and numerically tested for seismic loading. It is a preliminary analysis of potential replacement buildings in Ljubljana, where existing typical multi-storey residential buildings with insufficient seismic resistance would be replaced with modern but architecturally similar buildings made of sustainable materials. With the help of the studied archival documentation of one of the existing buildings and further - considering the material and technological constraints - a new cross-laminated timber building was designed. The response of the individual walls and the connections has been simulated on the basis of literature data and experiments already carried out on the seismic response of individual walls and connection elements. A non-linear computational model of the connection elements was developed and further validated. The validated single wall model was implemented into the development of a numerical non-linear model of the designed building. Based on the internal static quantities determined from the linear model, the dimensions of the load-bearing elements (cross-laminated timber and connections) were estimated and finally a non-linear pushover analysis was performed. This formed the basis for the implementation of the N2 method and the DBD - to further assess the adequacy of the response and resistance of the designed building to various seismic loading.

V nalogi predstavljamo rezultate eksperimentalnih preiskav prekladnih delov kamnitih zidov in slopov. Opisani so materiali in vzorci, preskuševališče in način preizkušanja zidov. Primerjali smo odziv osnovnih in utrjenih zidov in odziv enostransko in dvostransko utrjenih zidov. Za utrditev smo uporabili 30 mm debele maltne obloge, ki so bile armirane s stekleno mrežico in sidrane v zid. Pri enostranskem utrjevanju smo oblogo nanesli iz ene strani in jo pritrdili na zid s pomočjo jeklenih povezovalnih sider in sider iz steklenih vlaken. Pri dvostranskem utrjevanju je bila oblogo nanešena iz obeh strani in pritrjena je bila le z sidri iz steklenih vlaken. Rezultati eksperimentov so bili analizirani in primerjani z razpoložljivimi analitično izračunanimi nosilnostmi. Ugotovili smo, da ne obstaja veliko priporočil oziroma navodil za oceno odpornosti prekladnih delov in da so obstoječi modeli večkrat pomanjkljivi. Analizirali smo tudi rezultate preiskave pilotne stavbe v naravni velikosti. Za to stavbo je bil izdelan model v programu SAP2000 in izračunani odziv je bil primerjan z eksperimentom. Izdelan je bil tudi numerični model enostransko utrjene stavbe. In this thesis, we present the experimental results of tests on stone masonry spandrel walls and piers. The materials, samples, sites, and methods of testing are described. We compared the response of unstrengthened and strengthened walls. For strengthening, we used a 30 mm thick mortar layer, strengthened with a GFRP mesh and Experimental results were analyzed and compared to the strength as calculated using available analytical models. Because very few models are available in literature in foreign standards, and even those that exist are for brick, not stone masonry, no model could be used directly. Therefore an existing model was sensibly adjusted for the present case. We also analyzed the results of the life-sized pilot building investigation. The building was built using the same materials and building techniques that were used for the spandrel walls and piers. A numerical model was created for his building using Sap2000 and the discoveries made during the test of the single walls and the calculated response were compared with the experimental results. A numerical model for the prediction of the strength of the same building strengthened on one side was created.

V nalogi smo raziskovali potresno obnašanje prekladnega dela kamnitega zidu ter preučevali učinkovitost potresnega utrjevanja z ene strani. Vsebinsko je naloga sestavljena iz treh glavnih delovnih sklopov. V prvem sklopu smo za potrebe eksperimentalne preiskave sprojektirali in sestavili kompleksno preizkuševališče za prekladne dele zidov v naravni velikosti. V drugem delu smo na preizkuševališču preizkusili prekladni del kamnitega zidu v osnovnem in utrjenem stanju ter raziskovali izboljšanje potresnega odziva. Maltna obloga enostranske utrditve je bila debela približno 30 mm in armirana z mrežico iz steklenih vlaken (GFRP). Utrjeni zid je imel 2,8-krat večjo nosilnost in je dosegel največjo odpornost pri približno 33-krat večjem zamiku. Količina sipane energije se je povečala za približno 20-krat. Ključno vlogo za doseganje take učinkovitosti obloge so imela sidra. Uporabljeni sta bili dve vrsti posebnih sider, ki sta bili razviti ravno za ta namen. V tretjem sklopu smo analitično ocenjevali nosilnost preizkušenih zidov. Ugotovili smo, da ne obstaja veliko priporočil oziroma navodil za oceno odpornosti prekladnih delov in da so obstoječi modeli primerni predvsem za opečne zidove. Za oceno odpornosti smo zato smiselno prilagodili enega od obstoječih modelov. Ocenjena nosilnost neutrjenega prekladnega dela je bila podcenjena za približno 25 %, ocenjena nosilnost utrjenega prekladnega dela pa precenjena za dobrih 20 %. Seismic behaviour of stone masonry spandrels and one sided strengthening was investigated. The work was divided into three segments. In the first one a complex laboratory test setup for full scale masonry spandrels was designed and assembled. In the second part a stone masonry spandrel in reference and strengthened state was tested. The one sided mortar coating of strenghtened spandrel was about 30 mm thick and reinforced with glass fibre (GFRP) mesh. The strengthened wall had 2.8 times higher strength capacity and reached maximum resistance at about 33 times larger drift. The amount of dissipated energy was increased about 20 fold. The key for achieving such efficiency of strengthening was the use of two kinds of specially designed anchors. In the third segment, resistance of walls was estimated analytically. Because very few models exist in literature, and even those that exist are for brick, not stone masonry, no model could be used directly. Therefore an existing model was sensibly adjusted for the present case. The estimated resistance of a reference spandrel was underestimated by about 25 %, whereas the resistance of the strengthened spandrel was overestimated by about 20 %.

V nalogi smo analizirali potresni odziv armiranobetonskih mostov s pomanjkljivo prečno armaturo stebrov. V večini novejših mostov v Sloveniji je strižna armatura določena tako kot je zahtevano v standardu Evrokod 8/2, preostali dve funkciji prečne armature: a) objetje betonskega jedra in b) preprečevanje uklona vzdolžne armature, pa nista vedno ustrezno obravnavani. Količina prečne armature je v kritičnih področjih dostikrat premajhna, razdalja med podprtimi palicami vzdolžne armature pa prevelika. Stremena so pogosto neustrezno oblikovana in izvedena brez primernih kljuk. Vse to lahko povzroči razpad betonskega jedra in uklon vzdolžnih armaturnih palic, kar zmanjšuje razpoložljivo duktilnost stebrov (sposobnost sipanja potresne energije), oziroma deformabilnost konstrukcije. Nalogo smo razdelili na dva delovna sklopa: 1) v prvem delu smo analizirali vpliv pomanjkljive prečne armature na ciklični odziv stebrov, ki so bili eksperimentalno preizkušeni v okviru doktorske naloge Anžlin (2017) 2) v drugem delu smo analizirali vpliv pomanjkljive prečne armature na odziv značilnega viadukta. Vse analize v prvem sklopu naloge smo izvedli, ne da bi poznali rezultate eksperimentov. V prvem delu naloge smo vse obravnavne stebre modelirali s standardnim Gibersonovim modelom s koncentrirano plastifikacijo. Odziv nelinearnih vzmeti smo opisali s Takedovimi histereznimi pravili. Ovojnice histerez smo določili s semi-empiričnimi in parametrično-empiričnimi metodami, ki jih vsebujeta standarda Evrokod 8/2 in Evrokod 8/3. Z vsemi upoštevanimi metodami smo dobili podobne ovojnice histerez, z eno pomembno izjemo, vrednosti za mejni zasuk stebrov so se namreč precej razlikovale. Tiste, ki so bile določene s parametrično-empirični postopkom, so bile v večini obravnavnih stebrov najmanjše in so se zelo dobro ujemale z rezultati eksperimentov. V obravnavnih stebrih je pomanjkljiva prečna armatura zmanjšala deformacijsko kapaciteto stebrov. Spremenila je tudi način porušitve stebrov. V večini stebrov s pomanjkljivo prečno armaturo so se vzdolžne palice globalno uklonile. V stebrih s standardno prečno armaturo je porušitev nastopila, ko so se vzdolžne palice pretrgale. V drugem delu naloge smo primerjali potresni odziv značilnega viadukta, kjer so bili stebri v enem primeru armirani s standardno, v drugem pa z nestandardno prečno armaturo. S primerjavo rezultatov teh analiz smo ugotovili, da pomanjkljiva prečna armatura ni imela bistvenega pomena na nosilnost konstrukcije in potresni odziv konstrukcije, preden je stekla armatura v stebrih. Bistveno pa je vplivala na deformacijsko kapaciteto viadukta. Deformacijska kapaciteta viadukta, ki smo jo definirali kot maksimalni pomik, pri katerem se poruši prvi steber, je bila v primeru standardne prečne armature večja. In this thesis, we present an analysis of seismic response of reinforced concrete bridges with substandard lateral reinforcement of columns. Most of the bridges, that were built in Slovenia in the near past have shear reinforcement according to standard Eurocode 8/2, however the other two functions of lateral reinforcement, which are: a) confinement of the concrete core b) preventing buckling of the longitudinal reinforcement, are not always adequately satisfied. In such cases, the amount of lateral reinforcement in critical areas of the section is mostly inappropriate, while distance between the supported bars of the longitudinal reinforcement is too large. Stirrups are often inadequately designed and constructed without suitable hooks. All of this can lead to the collapse of the concrete core and buckling of the longitudinal reinforcement, which reduces the ductility of columns (the ability to absorb energy), or the deformability of the structure. The thesis was divided in two parts: 1) Cyclic response of columns with inadequate lateral reinforcement detailing, which were experimentally tested in the framework of doctoral thesis Anžlin (2017), was analysed in the first part 2) Influence of inadequate lateral reinforcement details on the response of a characteristic viaduct was examined in the second part. All of the analyses that were performed in first part were done without knowing the results of the experiments. In the first part of thesis, considered columns were modelled using the Giberson material model with lumped plasticity. The response of nonlinear springs was described with the Takeda hysteresis rules. Hysteresis envelopes were determined using semi-empirical and parametric-empirical methods according to Eurocode 8/2 and Eurocode 8/3. With all of the considered methods, similar hysteresis envelopes were obtained, with one notable exception. The values for the ultimate rotation of the columns varied considerably. Those determined by the parametric-empirical procedure were the smallest in most of the considered columns and were in good agreement with the results of the experiments. Inadequate lateral reinforcement of column specimens showed a reduced deformation capacity of columns. They also change the way of failure, in most columns with inadequate lateral reinforcement, a global buckling of longitudinal bars was obtained. In columns with appropriate lateral reinforcement, the failure occurred due to the rupture of longitudinal bars. In the second part of thesis, comparison of seismic response of typical viaduct, in which one case considered columns with standard, and in the other substandard lateral reinforcement, was made. It was observed, that inadequate lateral reinforcement did not have a significant impact on capacity and response of structure before yielding of column longitudinal reinforcement. However, it significantly affected the deformation capacity of the viaduct. The deformation capacity of the viaduct, which was defined as the maximum displacement at which the first column collapses, was higher in the case of standard lateral reinforcement.