New Trends in Statics and Dynamics. of Buildings

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1 Slovak University of Technology in Bratislava Faculty of Civil Engineering and Slovak Society of Mechanics SAS 11 th International Conference on New Trends in Statics and Dynamics of Buildings Conference Proceedings October 3 4, 2013 Bratislava

2 Proceedings of 11 th International Conference on New Trends in Statics and Dynamics of Buildings Edited by Norbert Jendželovský Alžbeta Grmanová Published by Slovak University of Technology in Bratislava Authors of contributions are responsible for the statements or opinions expressed in the papers. All papers have been reproduced from camera ready manuscripts supplied by authors. All rights reserved. No part of this publication may be reproduced, stored in retrieval system or transmitted in any form or by any means, without permission of the publisher. Copyright Slovak University of Technology in Bratislava Printing: 100 copies, 275 pages Edition 2013 ISBN

3 PREFACE Welcome to the 11 th International Conference "New Trends in Statics and Dynamics of Buildings" in Bratislava, Slovakia. The purpose of this conference is to provide a forum for scientists and experts for getting the recent knowledge in topic technologies and development of the numerical methods in the statics and dynamics of buildings and discussing actual problems in theoretical and experimental trends in structural analysis. The conference is focused to major problems in research and development in following areas: Seismic Behavior of Structures, Aeroelasticity of Structures, Thermomechanics and Fire Resistance, Structure-Subgrade Interaction, Optimization of Structures, Life Span and Safety of Structures, Damage and Crash of Structures, Diagnostics and Experimental Analysis. The aim of this conference is to enhance the efficiency and quality of building structures, their safety and reliability. The conference is organized by Faculty of Civil Engineering at Slovak University of Technology in Bratislava and Slovak Society of Mechanics at Slovak Academy of Science in Bratislava. The Organizing Committee expresses sincere thanks and appreciation to the authors, participants and all others, who contributed to the organization of the conference. We hope you will enjoy your staying in Bratislava and you will benefit from the new knowledge presented and discussed during the conference. Prof. Ing. Norbert Jendželovský, PhD. Chairman of the Conference

4 Scientific committee: Chairman: Jendželovský Norbert Slovak University of Technology Bratislava, Slovakia Members: Benat Ján Györgyi József Janas Petr Králik Juraj Máca Jií Melcer Jozef Novák Drahomír Partov Doncho Ravinger Ján Skrzypczyk Jerzy Sokol Milan University of Žilina, Slovakia Budapest University of Technology and Economics, Hungary VŠB-Technical University of Ostrava, Czech Republic Slovak University of Technology Bratislava, Slovakia Czech Technical University in Prague, Czech Republic University of Žilina, Slovakia Brno University of Technology, Czech Republic Higher School of Civil Engineering (VSU) Sofia, Bulgaria Slovak University of Technology Bratislava, Slovakia Silesian University of Technology, Gliwice, Poland Slovak University of Technology Bratislava, Slovakia Conference organized by: Slovak University of Technology in Bratislava Faculty of Civil Engineering Department of Structural Mechanics and Slovak Society for Mechanics SAV, Bratislava Organizing committee: Jendželovský Norbert Grmanová Alžbeta Ivánková Oga Chairman Secretary Reviewers of the papers published in the Proceedings: Dický Jozef, Hubová Oga, Ivánková Oga, Jendželovský Norbert, Koleková Yvonna, Konená Lenka, Králik Juraj, Marton Pavol, Mistríková Zora, Prekop ubomír, Psotný Martin, Ravinger Ján, Sokol Milan, Tvrdá Katarína, Véghová Ivana.

5 Proceedings of the 11 th International Conference on New Trends in Statics and Dynamics of Buildings October 3-4, 2013 Bratislava, Slovakia Faculty of Civil Engineering STU Bratislava Slovak Society of Mechanics SAS TABLE OF CONTENTS ubomír Baláž, Eduard Vysko NÁVRH A ZHOTOVENIE ŠTRKOVÉHO PODKLADU S OHADOM NA KVALITU PODLOŽIA... 1 Witold Basiski THE ANALYSIS OF THE CHANGE OF THE SHEAR ANGLE SIN GIRDERS WITH THE SUPPORT STIFF RIB AND SEMIRIGID... 5 Aleksandra Belina ANALIZA WPYWU CIAN MUROWANYCH NA SZTYWNO KONSTRUKCJI SZKIELETOWEJ... 9 Ján Benat, Mária Stehlíková DYNAMIC RESPONSE OF BUILDINGS AND STRUCTURES DUE TO INDUSTRIAL MACHINERY EFFECTS Miriam Brzáová, Yvonna Koleková BENDING RESISTANCE OF CURVED BEAMS ACCORDING TO EUROCODE STN EN Robert Cybulski NUMERICAL MODEL OF DOUBLY CORRUGATED THIN-WALLED ELEMENTS BASED ON 3D OPTICAL SCANNING Syzmon Dawczyski MODEL OF INTERACTIVE SYSTEM: CONCRETE FOUNDATION MINING SUBSOIL Szymon Dawczyski, Janusz Brol, Katarzyna Adamczyk REUSE OF PRECAST STRUCTURAL ELEMENTS Ivo Demjan, Michal Tomko EXPERIMENTÁLNE OVEROVANIE HOMOGENITY ŽELEZOBETÓNOVÝCH STPOV Lidia Fedorowicz, Iwona Pokorska-Silva THE ROLE OF ENERGY-EFFICIENT CONSTRUCTION IN CONTEMPORARY ENGINEERING DESIGN Jan Fedorowicz, Leszek Sowik INTERPRETATION OF THE BEHAVIOR OF A SYSTEM BUILDING OBJECT - DIFFICULT SUBSOIL IN MODERN NUMERICAL MODELING Tomáš Ficker NETRADINÍ DIAGNOSTIKA PEVNOSTI V TLAKU BETONOVÝCH MATERIÁL Tomáš Ficker STABILITA ZÁKLADOVÝCH PECHOD MEZI BETONEM A HORNINOVÝM PODLOŽÍM I

6 Wojciech Gilewski, Anna Al Sabouni-Zawadzka STEROWANIE WASNOCIAMI STRUKTUR PYTOWYCH TYPU TENSEGRITY ZA POMOC SAMONAPRE Marcin Górski, Agnieszka Knoppik-Wróbel, Marcin Kozowski ACTIVE MONITORING WITH USE OF SMART STRUCTURES BASED ON HIGH-STRENGTH FIBRE COMPOSITES AS A METHOD OF STRUCTURAL ELEMENTS OPTIMISATION Grzegorz Gremza SHEAR AND BENDING CAPACITY OF COMPOSITE STEEL-CONCRETE BEAMS Grzegorz Gremza PARTIALLY ENCASED COMPOSITE STEEL-CONCRETE BEAMS EXPOSED TO TORSION József Györgyi STABILITY AND ACCURACY OF DYNAMIC CALCULATION OF STRUCTURES Michal Hoko, Jozef Dický OPTIMALIZÁCIA BETÓNOVEJ DOSKY MOSTA POUŽITÍM PRVKU SOLID Miloš Hüttner, Jií Máca, Petr Fajman EFEKTIVITA POSTUP METODY DYNAMICKÉ RELAXACE PI ANALÝZE LANOVÝCH SOUSTAV Norbert Jendželovský, ubomír Baláž VLASTNÉ FREKVENCIE OCEOVÝCH NÁDRŽÍ Norbert Jendželovský, Soa Medvecká ANALÝZA VÝŠKOVEJ BUDOVY OD HORIZONTÁLNYCH SÍL Marta Kadela, Leszek Chomacki INFLUENCE OF SOIL TYPE ON THE STRESSES IN THE BUILDING STRUCTURE IN FACE OF MINING EXPLOITATION Piotr Kanty, Jerzy Skowski THE INFLUENCE OF STONE COLUMNS FORMATION TECHNIQUE ON THE CONSOLIDATION TIME OF THE SURROUNDING SOIL Andrzej Kasprzak PROPOZYCJA KLASYFIKACJI KONSTRUKCJI TYPU TENSEGRITY Bernard Kotala, Marek Wglorz NUMERICAL ANALYSES OF THIN TEXTILE REINFORCED CONCRETE PLATES ON BASIS OF LABORATORY TESTS RESULTS Kamila Kotrasová, Eva Kormaníková COMPARISON OF HYDRODYNAMIC PARAMETERS OF RECTANGULAR TANKS ACCORDING TO MODELS BY MALHOTRA AND HOUSNER Janka Kováiková, Oga Ivánková URENIE KOEFICIENTU INTENZITY NAPÄTIA V OKOLÍ KOREA TRHLINY PRI I. MÓDE Bernard Kowolik DEFORMATION OF THE FRAME OF COLD-FORMED MEMBERS IN FIRE II

7 Bernard Kowolik PROCEDURES OF DESIGNING METAL STRUCTURES IN FIRE IN COMPLIANCE WITH THE NATIONAL ANNEX OF EUROCODE Juraj Králik, Maroš Klabník NUMERICKÉ METÓDY PRE RIEŠENIE SPOAHLIVOSTI KONŠTRUKCIÍ Rafal Krzywon PROPERTIES OF STEEL REINFORCED POLYMERS IN COMPARISION WITH OTHER FIBER REINFORCED COMPOSITES Jan Kubošek, Oldich Sucharda ANALÝZA TENKÝCH DESEK METODOU SÍTÍ A VÝPOETNÍ NÁRONOST ÚLOHY Monika Kubzová, Oldich Sucharda ANALÝZA OBLOUKU OBECNOU DEFORMANÍ METODOU Jozef Melcer, Daniela Kuchárová FREKVENNÉ CHARAKTERISTIKY NÁKLADNÉHO VOZIDLA Jozef Melcer, Gabriela Lajáková POROVNANIE VÝPOTOVÝCH MODELOV CESTNÝCH KOMUNIKÁCIÍ David Mikolášek, Oldich Sucharda, Jií Brožovský ANALÝZA DETAILU KOTVENÍ DEVNÉ KONSTRUKCE RÁMU Zora Mistríková INFLUENCE OF UNILATERAL FOUNDATION ON DEFLECTION OF THE EXCENTRICALLY LOADED BEAM J. Murín, T. Sedlár, V. Goga, J. Paulech, V. Kutiš, M. Aminbaghai, H. Mang MEASUREMENT OF NON-UNIFORM TORSION OF CLOSED THIN-WALLED CROSS-SECTION BEAM Lesaw Niewiadomski SPACIAL GEOMETRICAL IMPERFECTIONS IN CALCULATIONS OF STEEL PLATE GIRDERS Lesaw Niewiadomski, Jan Zamorowski THE INFLUENCE OF GEOMETRICAL IMPERFECTIONS OF ROOF TRUSSES ON THE INTERNAL FORCES IN THE ELEMENTS IN THE STRUCTURE OF THE ROOF OF AN ASSEMBLY HALL Ivana Olekšáková, Marek Magát MODELING OF 2D CIRCULAR CYLINDER IN ANSYS BY USING TURBULENCE MODELS. THE EXPERIMENT PREPARATION Pavel Padevt, Zdenk Bittnar, Petr Bittnar VLIV PODMÍNEK OKOLÍ NA PROVOZUSCHOPNOST LETIŠTNÍ DRÁHY Pavel Padevt, Tereza Otcovská MECHANICKÉ VLASTNOSTI CEMENTOVÉ PASTY S OBSAHEM POLÉTAVÉHO POPÍLKU Doncho Partov, Vesselin Kantchev COMPARISON BETWEEN EUROCODE 2, ACI 209 R2 AND GARDNER&LOCKMAN MODELS IN CREEP ANALYSIS OF COMPOSITE STEEL-CONCRETE SECTIONS III

8 Doncho Partov, Milen Petkov STATIC ANALYSIS AND DESIGN OF THE BACK ANCHOR OF THE TBM, EXCAVATED THE TUNNELS OF SOFIA METRO UNDER BUL. MARIA LUIZA Mircea Pastrav ROBUSTNESS OF MODIFIED SPECIAL HYBRID RC FRAMES Stanislav Piovár, Eva Kormaníková NUMERICAL MODELING OF SANDWICH BEAMS WITH SHORT FIBER REINFORCED COMPOSITE FACES ubomír Prekop VODOROVNE ZAAŽENÉ PONORENÉ PILOTY Martin Psotný POKRITICKÉ PÔSOBENIE ŠTÍHLEJ STENY Martin Psotný, Jozef Havran DYNAMICKÁ ANALÝZA VÝŠKOVEJ BUDOVY NEPRAVIDELNÉHO PÔDORYSU Ján Ravinger STAGE FOR ECOC 2013 IN KOŠICE Ondej Rokoš, Jií Máca ON STOCHASTIC APPROACH TO HUMAN-GRANDSTAND INTERACTION Vladimír Šána RESPONSE OF A SIMPLY SUPPORTED BEAM EXPOSED TO A HARMONIC FORCE WITH A RANDOM PARAMETERS Vladimír Šána, Michal Polák DYNAMICKÁ ANALÝZA LÁVKY PRO PŠÍ PES ULICI OPATOVICKÁ Jerzy Skowski, Aleksandra Siódmok BADANIA MODELOWE WPYWU TECHNOLOGII KATALITYCZNO-FIZYCZNEJ NA PARAMETRY ODKSZTACENIOWE GRUNTU SPOISTEGO Jerzy Skrzypczyk NEW COMPUTATIONAL METHODOLOGY FOR CALCULATIONS WITH INTERVAL NUMBERS Jerzy Skrzypczyk, Aleksandra Belina FEM ANALYSIS OF UNCERTAIN SYSTEMS WITH SMALL INTERVAL PERTURBATIONS uboš Šnirc, Ján Ravinger VIBRATION OF IMPERFECT SLENDER WEB Milan Sokol, Lenka Konená NUMERICAL MODEL OF UNDERPASS STRUCTURE CALIBRATED BY TESTS Oldich Sucharda, Sylva Vrublová, Jií Brožovský CELKOVÁ ÚNOSNOST MALÝCH ŽELEZOBETONOVÝCH NOSNÍK Gergely Szabó, József Györgyi NUMERICAL AERODYNAMIC STUDY OF AN EXTRADOSED CONCRETE BRIDGE IN CONSTRUCTION STAGE IV

9 Shota Urushadze, Ladislav Frýba STRESS INVESTIGATIONS OF ORTHOTROPIC DECKS Jakub Vašek, Oldich Sucharda ANALÝZA PARABOLICKÉ ETZOVKY Ivana Véghová, Jozef Sumec LIMIT STATE ANALYSIS OF STRUCTURES SOME EXTREMAL THEOREMS AND METHODS OF SOLUTIONS Kristína Vráblová VÝPOET TRHLÍN V KRUHOVÝCH NÁDRŽIACH Miroslaw Wieczorek NUMERICAL ANALYSIS OF CONSTRUCTION OF RESIDENTIAL BUILDING TREATED INFLUENCE OF MINING ACTIVITIES Miroslaw Wieczorek NUMERICAL ANALYSIS OF THE EFFECT OF THE UNCERTAINTY OF MECHANICAL PARAMETERS OF THE SOIL ON THE BEHAVIOUR OF THE MASONRY STRUCTURE OF A CHURCH SITUATED IN A MINING DISTRICT David Zacho, Oga Hubová, Peter Lobotka SIMULATING THE NATURAL WIND IN BLWT WIND TUNNEL IN LABORATORIES OF STU Jan Zamorowski GALERKINS METHOD APPLIED IN CALCULATIONS OF BAR SYSTEMS ACCORDING TO THE SECOND ORDER THEORY Jan Zamorowski, Leslaw Niewiadomski NUMERICAL INVESTIGATIONS OF A SEQUENTIALLY LOADED FLAT FRAME WITH FLEXIBLE NODES Ondej Zobal, Vít Šmilauer, Zdenk Bittnar OPTIMIZATION OF MIXING THE VARIOUS COMPONENTS OF FLY ASH BASED ON THE GRAIN SIZE FOR USE IN COMPOSITE CEMENTS AUTHOR INDEX V

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11 Proceedings of the 11 th International Conference on New Trends in Statics and Dynamics of Buildings October 3-4, 2013 Bratislava, Slovakia Faculty of Civil Engineering STU Bratislava Slovak Society of Mechanics SAS S 1 2 Abstract In this paper are presented design and construction of a gravel base under the cylindrical tank. ; 1 Problemati : V spol. spolupracovala. 2 iedy v 80 MPa. aby sme dosiahli v 80 MPa a pomer E def,2 /E def,1. 1 Ing , .: , .: ~ 1 ~

12 j merania v 50 mm hrubej) nesmel (obr. 2, 3) strede stavebnej jamy (1 meranie v ) a 4 v stvy). Obr. 1. Obr. 2. Obr. 3. Obr. 4. ~ 2 ~

13 Obr. 5. Obr. 6. v doska ~ 3 ~

14 mm bol zhoto 50 mm. Na vytv - pojazdami valca s vys N dynamickou doskou, o pomeru E def,2 /E def,1. Hodnoty v : E def,2 = 113, 28 MPa Pomer E def,2 /E def,1 v poslednej vrstve 2,4 z a rovn, 3 Z,, sa, zhotov V - - stave : -mail : [1] J. Sobota: 2. ALFA Bratislava, 1986, [2] Z., N. Civil and Environmental Engineering, Vol.3, 2007, No.2, pp , ISSN [3] Z. e: SNTL.1974 ~ 4 ~

15 Proceedings of the 11 th International Conference on New Trends in Statics and Dynamics of Buildings October 3-4, 2013 Bratislava, Slovakia Faculty of Civil Engineering STU Bratislava Slovak Society of Mechanics SAS THE ANALYSIS OF THE CHANGE OF THE SHEAR ANGLE SIN GIRDERS WITH THE SUPPORT STIFF RIB AND SEMIRIGID Witold Basiński 1 Abstract The analysis of the resistance and research of corrugated web girders made of shipped elements framed with sheet metals of end-plate connections indicates the meaning influence of support ribs on critical shearing stresses. In corrugated web girders with support ribs can be sheet metals of end-plate connections. The present paper shows experimental research of the influence of the bending stiffness of support sheet metals on change of the shear angle of the web. Experimental research was conducted on two groups of models made of WTA, WTB and WTC girders, heights: 1000 and 1500, made of shipped elements joined by end-plate connections. The girders were loaded symmetrically by two concentrated forces. The static equilibrium paths of the shear angle P(γ) were determined. It was demonstrated that correct designing of SIN girder ends influenced on change sizes of the shear angle of the web and consequently raising of critical shearing stresses. Słowa kluczowe dźwigary SIN, kąt odkształcenia postaciowego, żebro podporowe 1 WPROWADZENIE Analiza nośności postaciowej [1, 2, 3, 4, 5] oraz badań dźwigarów z falistym środnikiem zbudowanych z elementów wysyłkowych obramowanych blachami połączeń doczołowych wskazuje na znaczący wpływ żeber podporowych na krytyczne naprężenia styczne środnika dźwigarów SIN a tym samym zmianę kąta odkształcenia postaciowego. W dźwigarach z falistym środnikiem rolę żebra podporowego pełnią blachy połączenia doczołowego. W tym celu przeprowadzono badania doświadczalne dwóch grup modeli wykonanych w skali 1:1 swobodnie podpartych dźwigarów SIN złożonych z elementów wysyłkowych o wysokościach 1000 i 1500 łączonych poprzez połączenia doczołowe. Na podstawie badań wyznaczono ścieżki równowagi statycznej kąta odkształcenia postaciowego P(γ). Pokazano, jak wpływ sztywności giętnej podporowych blach czołowych wpływa na zmianę wielkości kąta odkształcenia postaciowego środnika dźwigarów SIN a tym samym na podniesienie krytycznych naprężeń stycznych. 2 BADANIA DOŚWIADCZALNE W celu zbadania wpływu sztywności żeber podporowych na zmianę kąta odkształcenia postaciowego oraz podniesienie krytycznych naprężeń stycznych modele badawcze podzielono na dwie grupy. Pierwszą grupę modeli badawczych stanowiły trzy dźwigary złożone z elementów wysyłkowych o długości 3175 i 1500 mm z podporowymi blachami czołowymi grubości 25 mm spełniającymi funkcję żeber podatnych (rys 1 a). W drugiej grupie przebadano cztery modele badawcze pokazane na rysunku 1b. Dźwigary złożono 1 Dr inż. Witold Basiński, Silesian University of Technology, Gliwice, ul. Akademicka 5, ~ 5 ~

16 z elementów wysyłkowych o długościach 2175 i 1500 mm. W celu zwiększenia sztywności żeber podporowych do czołowych bach podporowych dokręcono teowniki. Boczne żebra teowe o przekroju pokazanym na rys. 1 d przykręcano do dźwigarów bez użycia sprężenia. Środniki modeli I i II grupy dźwigarów wykonano ze stali S235, natomiast pasy ze stali S275. W połączeniach elementów wysyłkowych I i II grupy modeli dźwigarów dano blachy czołowe grubości 25 mm. Elementy wysyłkowe badanych modeli dźwigarów łączono poprzez połączenia doczołowe na śruby. Doczołowe połączenia śrubowe sprężono za pomocą śrub M 24 klasy a) c) b) d) Fig. 1. Modele z falistym środnikiem a) modele I grupy z blachą czołową 300x25 mm; b) modele II grupy z blachą czołową i dokręconym teownikiem; c) obramowanie podporowe szczegół A; d) obramowanie podporowe szczegół B 3 WYZNACZANIE ŚCIEŻEK RÓWNOWAGI STATYCZNEJ P(γ) (SPRS) KĄTA ODKSZTAŁCENIA POSTACIOWEGO DŹWIGARÓW O FALISTYM ŚRODNIKU Z CZOŁOWYM OBRAMOWANIEM Zmianę kąta odkształcenia postaciowego γ falistego środnika modeli dźwigarów zobrazowano na przykładzie ścieżek równowagi statycznej SRS P(γ). Wielkości kąta odkształcenia postaciowego γ określono na podstawie pomiaru zmiany długości przekątnych oraz boków ramy pomiarowej (fig. 2) począwszy od obciążenia P = 0 kn aż do wartości granicznej obciążenia. Fig. 2. Zmiana kąta odkształcenia postaciowego γ w środniku falistym Na rys. 3a pokazano przykładową SRS P(γ) kąta odkształcenia postaciowego modelu dźwigara M 1.21 z podporową blachą czołową 300x25 mm, a na rys. 3b z podporową blachą czołową 300x25 i dokręconym teownikiem do czoła modelu M Na SRS P(γ) obrazujących zmianę kąta odkształcenia postaciowego oznaczono współrzędne punktów charakterystycznych oraz odpowiadające im nośności dźwigarów. Jako kryterium nośności krytycznej V krl środnika przyjęto przejście krzywej P(γ) z liniowej w nieliniową co ~ 6 ~

17 odpowiadało pojawieniu się linii ukośnych załomów plastycznych w falistym środniku. SRS P(γ) sporządzono do nośności granicznej dźwigarów. Punkty charakterystyczne o współrzędnych P 1 (γ 1 ), P 2 (γ 2 ) na rys. 4 rozdzielają przedziały: 0 P 1 (γ 1 ) przedział liniowy czyli odwracalny zmiany kąta odkształcenia postaciowego środnika, P 1 (γ 1 ) P 2 (γ 2 ) nieliniowy przedział zmiany kąta odkształcenia postaciowego czyli formowania się i przyrastania pól ciągnień oraz linii załomów plastycznych w środniku. W obydwu przedziałach kumulują się przemieszczenia od zginania i od sił poprzecznych w środniku. Przedział pomiędzy P 1 (γ 1 ) P 2 (γ 2 ) jest przedziałem nośności nadkrytycznej. W modelach z dokręconym teownikiem usztywniającym żebro podporowe nastąpiło zwiększenie przedziału liniowej zmiany kata odkształcenia postaciowego 0 P 1 (γ 1 ) środnika co spowodowało przesunięcie współrzędnej P 1 (γ 1 ) wskazujące na zwiększenie krytycznej siły poprzecznej. Zakres zmiany kąta odkształcenia postaciowego w zakresie dokrytycznym wyniósł w modelach z podporowym żebrem podatnym od 0,06 0 do 0,08 0. Natomiast w modelach z żebrem usztywnionym teownikiem zwiększył się do 0,09 0 i okazał się zgodny ze zwiększeniem krytycznych naprężeń stycznych sfałdowanego środnika. W zakresie pokrytycznym zmiana kąta odkształcenia postaciowego stała się nieliniowa i zwiększała się do 1 0. a) Fig. 3. Ścieżki równowagi statycznej P(γ) modeli dźwigarów z podporową blachą czołową 300x25 mm a) M 1.21;b) M 1.31; c) M OSZACOWANIE KRYTYCZNYCH NAPRĘŻEŃ STYCZNYCH W DŹWIGARACH SIN Z ŻEBREM PODPROWYM SZTYWNYM I PODATNYM NA PODSTAWIE ZMIANY KĄTA ODKSZTAŁCENIA POSTACIOWEGO Krytyczne naprężenia styczne falistego środnika stowarzyszone ze zmianą stanu równowagi falistego środnika modeli z żebrem podporowym sztywnym i podatnym oszacowano na podstawie kąta odkształcenia postaciowego dla współrzędnej P 1 (γ 1 ) z niniejszych badań z zależności (1) [7]: τ kr = γg, (1) gdzie: γ pomierzony kąt odkształcenia postaciowego, G moduł odkształcalności poprzecznej równy 80 GPa. W celu porównania naprężeń krytycznych wyznaczonych na podstawie zmiany kata odkształcenia postaciowego oszacowano naprężenia wynikłe z pomierzonej krytycznej siły poprzecznej. Krytyczne naprężenia styczne wyznaczono z zależności (2) [2]: τ = V h t, (2) kr krl gdzie: V krl pomierzona krytyczna siła poprzeczna, h w wysokość środnika, t w grubość środnika. Zestawienie wyników badań krytycznych naprężeń stycznych środników modeli z blachą czołową 300x25 mm; oraz modeli II grupy z blachą czołową i dokręconym teownikiem uzyskanych na podstawie pomiaru kąta odkształcenia postaciowego podano w tablicy 1. w w ~ 7 ~

18 Model Środnik h w* t w Pas Podporowe żebra czołowe Globalna nośność graniczna Ngr Krytyczna siła poprzeczna wg badań V krl Naprężenia krytyczne z pomiaru kąta odkształcenia postaciowego wg [1] [MPa] Naprężenia krytyczne z pomiaru krytycznej siły poprzecznej wg [2] [MPa] [mm] [mm] [mm] [kn] [kn] M *2,5 300x15 300x ,7 114,0 M *2,5 300x15 300x ,0 121,0 M *2,0 300x15 300x ,2 100,0 M *2,0 300x15 300x25 +teownik M *2,5 300x15 300x25 +teownik M *3,0 300x15 300x25 +teownik M *2,0 300x15 300x25 +teownik ,3 142, ,9 148, ,2 138, ,3 124,3 Tab. 1. Zestawienie krytycznych naprężeń stycznych falistego środnika uzyskanych na podstawie pomiaru kąta odkształcenia postaciowego oraz krytycznej siły poprzecznej. Krytyczne naprężenia styczne okazały się w modelach z dodatkowym usztywnieniem żeber podporowych od 11 do 42 % większe w stosunku do modeli żebrem podporowym podatnym. Zwiększenie sztywności podporowych żeber czołowych skutkowało zwiększeniem zakresu zmiany kąta odkształcenia postaciowego w zakresie dokrytycznym a tym samym wzrostem krytycznych naprężeń stycznych falistego środnika. 5 WNIOSKI Dźwigary SIN są ustrojami wewnętrznie statycznie niewyznaczalnymi. Wymiary środnika, pasów i żeber w tym połączeń wzajemnie wpływają na kąt odkształcenia postaciowego oraz naprężenia krytyczne. Zwiększenie sztywności podporowych żeber czołowych wpływa na zwiększenie zakresu zmiany kąta odkształcenia postaciowego w zakresie dokrytycznym. Powoduje zatem zwiększenie przedziału liniowej zmiany kąta odkształcenia postaciowego 0 P1(γ1) środnika, czyli zwiększenie krytycznej siły poprzecznej. Zwiększenie zarówno kąta odkształcenia postaciowego jak i krytycznych naprężeń stycznych dźwigarów z dodatkowym usztywnieniem żeber podporowych w postaci dokręconych teowników wyniosło od 11 do 42%. PODZIĘKOWANIE Ten artykuł został oparty na badaniach finansowanych przez Narodowe Centrum Nauki (grant No. N N ) LITERATURA [1] Basiński W. Kowal Z.: Model sztywności obrotowej doczołowych połączeń odkształcalnych dźwigarów o falistym środniku. LII Konferencja Naukowa KILIW PAN i KNPZITB. Krynica 2006, t2, p [2] Basiński W. Kowal Z.: O postaciowej nośności dźwigarów z falistym środnikiem. Inżynieria i Budownictwo 4/2008, p [3] Basiński W. Kowal Z.: The impact of corrugated web stiffness on SIN girder deflections in the light of experimental research. Proceedings of the 10th International Conference on New Trends in Statics and Dynamics of Buildings, Bratislava, October 3-5, 2012, p [4] Basiński W. Kowal Z.: Wpływ sztywności blach czołowych na postaciową wytrzymałość krytyczną dźwigarów o falistym środniku. Konstrukcje Stalowe 6/2013, p [5] Kowal Z.: Dźwigary blachowe z użebrowaniem pionowym i przekątnym. Zeszyty Naukowe Politechniki Wrocławskiej. Budownictwo XXI. Wrocław [6] Profile z falistym środnikiem SIN. Zasady wymiarowania. Politechnika Krakowska. Kraków [7] PN-EN Eurokod 3: Projektowanie konstrukcji stalowych. Część 1 5, Blachownice ~ 8 ~

19 ~ 9 ~

20 ~ 10 ~

21 ~ 11 ~

22 ~ 12 ~

23 Proceedings of the 11 th International Conference on New Trends in Statics and Dynamics of Buildings October 3-4, 2013 Bratislava, Slovakia Faculty of Civil Engineering STU Bratislava Slovak Society of Mechanics SAS DYNAMIC RESPONSE OF BUILDINGS AND STRUCTURES DUE TO INDUSTRIAL MACHINERY EFFECTS J. Benat 1 and M. Stehliková 2 Abstract In this paper a dynamic characterization and vibration analysis has been used for the detection and identification of the machine processing condition and the effect of the production machinery vibration on building complex structures and production process. For sensitive process machines and structures dynamic response due to production machinery calculation procedures was applied using experimental input data via spectral analysis. Key Words Industrial machine vibration, ground vibrations, experimental tests, vibration monitoring, spectral analysis. 1 INTRODUCTION In production hall all machines vibrate and, as the state of the machines worsens their vibration level increase and this cause increasing of the structure vibration level, too. An ideal indicator on this state, especially dynamic behavior is obtained via measuring and by supervising the vibration level produced by a machine. While the increase in machine vibration allows us to detect a defect, the analysis of the machine vibration characteristics makes it possible to identify its cause. The analysis in frequency domain is generally carried out when the machine vibratory level is considered to be higher than the acceptable threshold [2]. This kind of vibrations if excessive can damage to nearby buildings and structures and also can negative affect the process in industrial production halls. 2 INDUSTRIAL MACHINERY VIBRATIONS The industrial production machinery process may cause undesirable vibrations transmitted from machine foundations via ground to production hall structures as well as nearby buildings and environment. The ground vibration due to these man activities recorded at a distance from machine foundations is analyzed assuming it to be a random and statistically stationary function of time. This kind of vibrations if excessive can damage to nearby buildings and structures. Vibration which usually also has a negative impact on security and stability of the structures, facilities performance and people should be controlled by experimental analysis and the results compared (spectral picks limit, vibration levels, etc.) with relevant standards prescription values and criteria [3,4]. In the paper case study there is describes the analysis of vibrations caused by unfavorable production machinery effects on hall structures and production process in Justur a.s. St. Turá industrial plant [1]. 1 Prof. Ing. Ján Benat PhD, Department of Structural Mechanics, Faculty of Civil Engineering, University of Žilina, Univerzitná 1, Žilina, E mail: Tel.: Ing. Mária Stehlíková PhD, Department of Structural Mechanics, Faculty of Civil Engineering, University of Žilina, Univerzitná 1, Žilina, E mail: Tel.: ~ 13 ~

24 The results of the theoretical and experimental investigation of vibrations caused by production machinery on the buildings structures were analyzed mainly from aspects of the safety of the building structures and the influence of vibrations on production process conditions. 2.1 Assessment of building vibration due to industrial activities Assessment of building vibration due to industrial activities caused by production machines is a problem that can be solved through the application of research. This research consists mainly of defining the relationship between intensity fluctuations in the soil, the vibration energy quantity and the distance from the vibration source. Through intensity fluctuations can appear in different physical quantities, such as the oscillation velocity, acceleration, frequency, ground motion intensity, displacement and energy. There are accessible several standards in the field of measurement of vibration regarding the building vibration limits in the European Union, USA, Australia, ISO codes and others. In Slovakia in the field of measuring and assessing of building vibrations due to ground motion the most commonly used standard is Slovak Standard STN EN /NA/Z1[3] based on EC8 and Slovak Standard STN [4], (In Slovak). 2.2 Machine effects on building structure and production process experimental analysis This paper section shortly described study of the unfavorable production machinery effects on industrial building complex structures and also on vibration sensitive production process in industrial plant of the Justur a.s. St. Tura (company). The complex of industrial processing buildings in the processing building is fully described in [1]. The most sensitive part of the industrial processing buildings is the processing building M1 used for special medical articles production, which is tailored to accurate technological processes. This building is joined with the next processing building M2 by partition wall. The vibrations caused by unfavorable production traditional tool machinery effects in this building disrupted vibration sensitive operations (CNC lathe MORI SEIKI SL 204) in adjacent processing building M1 even they have unfavorable effects on M1 structure with vibration velocities amplitude only v max > 6,0 mm/s. To determine harmful machine vibration sources and to regulate their working regime, it was need to perform experimental measurements and monitoring of the machines related vibrations and compare to the low vibration fabrication machines criteria or relevant Standards. Experimental procedure and device. The industrial processing buildings dynamic response (M1) due to traditional tool machinery in building M2 were measured in relevant structure points by accelerometers BK The output signals from the accelerometers were preamplified and recorded on portable PC equipped with A/D converters of the software packages NI and DISYS, (Fig.1). The experimental analysis has been carried out in the Laboratory of the Department of Structural Mechanics, CEF, University of Žilina [1]. The machines and structure vibrations frequencies were obtained using spectral analysis of the recorded response dynamic components, which are considered as ergodic and stationary. Spectral analysis (power spectra, PSD) was performed via National Instrument software package NI LabVIEW. Fig. 1. Set of accelerometers with amplifiers and measuring laptop in acquisition configuration to measure floor and mounts vibrations of the CNC lathe MORI SEIKI SL 204 ( BK4) Building structure dynamic response (BSDR) machines dynamic response (MDS). The main purpose of the dynamic tests in the building M1 was to determine the structure vibrations level and machines vibrations level (in common processing regime and in out of operation regime) due to machinery effects working in building M2 and to compare to the limiting value recommended by machines producer (CNC lathe MORI SEIKI SL 204) ~ 14 ~

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