ANALIZA I PRORAČUN ČELIČNOG DIMNJAKA VISINE H=40m PO EC-KODU I PREMA SRPS STANDARDU
|
|
- Stewart Tracy Barrett
- 6 years ago
- Views:
Transcription
1 ANALIZA I PRORAČUN ČELIČNOG DIMNJAKA VISINE H=0m PO EC-KODU I PREMA SRPS STANDARDU Miroslav T. Bešević 1 Aleksandar Landović Aleksandar Prokić Dragana Tabaković Aniko Tešanović UDK:.0.1:9.71 DOI: 10.11/zbornikGFS7.01 Rezime: U ovom radu se daje analiza uticaja od opterećenja prema Evrokodu odnosno SRPS standardu. Konstrukcija koja se analizira je čelični dimnjak visine H=0m kružnog konstantnog preseka prečnika D=18mm za gornji deo stuba visine m i dela stuba promenljivog poprečnog preseka dimenzije na koti temelja D=mm. Za ovakve čelične konstrukcije dominantno je opterećenje od vetra. U analizi opterećenja su detaljno obrađene osnovne brzine vetra prema SRPS U.C7.110, odnosno na brzine vetra prema Evrokodu 1 za lokaciju Prahovo. Proračun modela za uticaje sopstvene težine, stalan teret i uticaje od vetra sproveden je prema teoriji drugog reda za prethodno formirane kombinacije opterećenja. U kombinacije su ušla opterećenja bez parcijalnih koeficijenata. Sprovedeno je dimenzionisanje segmenata dimnjaka različitih debljina po visni stuba, na nosivost poprečnih preseka plašta, na izbočavanje usled normalnih napona, na izbočavanje usled tangencijalnog napona i sprovedena je kontrola izbočavanje usled smičućeg napona. Ključne reči: opterećenja, dejstva vetra, proračun, dimenzionisanja, standardi. 1. UVOD Dimnjak je projektovan kao slobodno stojeći stub od čelika. Ankerovan je u armiranobetonski temelj sa x8 M ankera. Sastoji se od pet montažnih delova koji se spajaju zavrtnjima zbog lakše montaže. Donji deo je promenljivog poprečnog preseka dužine 7.0m, drugi segment je 7.0m konstatnog je poprečnog reseka, a treći i četvrti segment je dužine 8.0m, dok je peti najviši segment dužine 8.m. Od drugog segmenta pa do kraja dimnjak je konstantnog poprečnog preseka. Dimnjak je sa duplim plaštom. Unutrašnji plašt je prečnika Φ=mm od lima debljine mm. Spolnji plašt je 1 Dr. Miroslav T. Bešević, dipl. Inž. građ.,građevinski fakultet Subotica, Kozaračka a, tel: -, e -mail: miroslav.besevic@gmail.com mr. Aleksandar Landović, dipl. inž.građ.,e -mail: landovic1@gmail.com Dr Aleksandar Prokić, dipl. inž.građ, e -mail: aprokic@eunet.rs Dragana Tabaković, dipl. inž.građ., e -mail: draganatabakovic@gmail.com mr.aniko Tešanović, dipl.inž. građ., misan.dag@gmail.com ЗБОРНИК РАДОВА ГРАЂЕВИНСКОГ ФАКУЛТЕТА 7 (01) 7
2 promenljivog prečnika do visine 7.0 m i to Φ=mm pri dnu do Φ=18mm. Od visine 7.0m do vrha prečnik je konstantan Φ=18mm. Debljine limova su promenljive od,8 do 10m pri dnu dimnjaka. Limovi se međusobno spajaju sučeonim šavovima kvaliteta I(prima). Dimnjak je projektovan na uticaje vetra prema SRPS standardima za lokaciju, a kompletan proračun je sproveden prema EC-kodu, dok na seizmičke uticaje nije računat,jer seizmički uticaji nisu merodavni za stabilnost dimnjaka.. MATERIJAL ZA IZRADU DIMNJAKA Svi limovi i profili su od čelika kvaliteta S(Č.01) JUS C.BO.. Ankeri su Φ mm su takođe od istog čelika, obavezno sa duplim navrtkama. Zavrtnji prirubničkih spojeva su od čelika S0N/NL, obavezno sa duplim navrtkama. Šavovi su kvaliteta I( prima). Zaštitu dimnjaka izvesti prema Pravilniku o tehničkim merama i uslovima za zaštitu čeličnih konstrukcija od korozije, Sl.list SFRJ br./70, a za industrijsku zonu. Montažu dimnjaka raditi prema Pravilniku o tehničkim merama i uslovima za montažu čeličnih konstrukcija, Sl.list SFRJ br./70. Voditi računa o tačnom postavljanju ankernih nosača i ankera i tačnom centrisanju-odnosno postavljanja prvog elementa koji se vezuje za temelj. Vertikalnost dimnjaka kontrolisati posle montaže svakog elementa. Izradu i kontrolu čelične konstrukcije dimnjaka vršiti u saglasnosti sa propisima za noseće čelične konstrukcije, Službeni list SFRJ br / STATIČKI PRORAČUN lokacija: Prahovo visina dimnjaka: 0.0 m Proračunavanje osnovne brzine vetra prema SRPS U.C7.110 na brzinu vetra prema Evrokodu 1 za lokaciju Prahovo SRPS U.C7.110, B Najbliže metereološke stanice: Negotin - v m,0,10 19 m/s t s = 1 h mereno 10 m iznad terena, za klasu hrapavosti terena B.1 DEJSTVA VETRA prema 1( EN :) Evrokod osrednjavanje vetra vrši se na t s = 10 min =Vb mereno 10 m iznad terena, za kategoriju terena II(odgovara kategorija terena B) B 0,0 0,0 kt 1, 09t a 1, 09 1, 0977 vmta,,10 B k t vm,,10 1,0977 vm,0,10(s) Vb vm,0,10(s) Negotin: V 1, ,0 0,7 m/s.1.1. Analiza opterećenja Stalno opterećenje b 8 JOURNAL OF FACULTY OF CIVIL ENGINEERING 7 (01)
3 sopstvena težina(uzima se automataski kroz program) opterećenje od unutrašnje obloge (unutrašnji plašt) jednakopodeljeno opterećenje od unutrašnjeg plašta unutrašnji plašt:, 0 mm Segment I i II g 1 0,0178,,7 kn/m' Segment III g 0,0978,, kn/m' Segment VI g 0,078,,01 kn/m'.1.. Opterećenje vetrom (EN ) kategorija terena parametri terena koeficijent terena koeficijent topografije koeficijent turbulencije gustina vazduha koeficijent pravca koeficijent sezonskog delovanja z z z z 0 II 0.0 m m m 0.0 m min max 0,II z k r z 0,II 0.0 C 1.0 0(z) ki 1.0 ρ 1. kg/m Cdir 1.0 Cseason 1.0 Dejstvo vetra na stub osnovna brzina vetra srednja brzina vetra na visini z iznad terena Vb Cdir Cseason Vb,0 11Vb,0 Vb,0 Vb 110,7 0.7 m/s Vm(z) Cr(z) C0(z) Vb 0.7 koeficijent hrapavosti z C z r(z) kr ln 0.19 ln z0 0.0 intenzitet turbulencije ki Iv(z) z z z C 1.0 ln ln 0(z) ln z qp(z) 17Iv(z) ρvm(z) 10 udarni pritisak vetra 17I V 0.10 v(z) m(z) ЗБОРНИК РАДОВА ГРАЂЕВИНСКОГ ФАКУЛТЕТА 7 (01) 9
4 Tabela 1.Određivanje uarnog pritiska vetra Visina iznad terena z [m] koeficijent hrapavosti C r(z) =0.19 ln(z/0.0) za 1.0 m z m srednja brzina vetra v m(z) =C r(z) C 0(z) V b [m/s] intenzitet turbulencije I v(z) =1/(z/0.0) udarni pritisak vetra q p(z) [kn/m ] Određivanje sila vetra koje deluju na konstrukciju pritisak vetra na površine na f visini z w CsCd Cf q p(z) kn/m ANEKS B koeficijent konstrukcije C s C d 1kpIv(z s ) B R 17I v(zs) h zl 0,0 m zs 0. h z min (slika.1- slučaj a) referentna visina zs 0. 0,0,0m I 1 v(zs) 0.1,0 ln 0.0 širina konstrukcije b 1,8 m visina konstrukcije h 0,0 m zt m Lt m mera turbulentne α= ln(z 0)= ln(0.0)=0,0 dužine α 0.0 z s L(zs) Lt 99,7 m zt V m(zs) 0.19 ln 0,7, m/s 0.0 koeficijent izvornog dejstva 1 1 B b h 1,8 0, L 99,7 (zs) 10 JOURNAL OF FACULTY OF CIVIL ENGINEERING 7 (01)
5 π koeficijent rezonantnog odgovora R S R R s 1 δ L(z,n,x) h(ηh) b(ηb) Logaritamski dekrement prigušenja δ δs δa δd konstrukcije (aneks F.) frekvencija slobodnih neprigušenih oscilacija konstrukcije za I ton n1 1,19 Hz oscilovanja ekvivalentna masa po jedinicidužine za I ton oscilacija l l e 1(z) 1(z) 0 0 m m(z) Φ dz/ Φ dz Napomena: Za konzolnu konstrukciju sa promenjivom raspodelom mase, masa m e može da bude aproksimirana vrednošću me mpros na gornjoj trećini visine konstrukcije kg / m ' Masa u gornjoj trećini visine: unutrašnji plašt g 1,8 kn/m' G=18 1,=,7 kg 18, π 181 π m1/ 7.8 1, , kg, , me 7, kg/m' 1, δs 0.01 (Tabela F. neobloženi čelični dimnjaci bez spoljašnje termičke izolacije) Vmzs δ. a Cf ρ b n m e koeficijent sile Cf Cf,0 ψλ koeficijent sile za cilindar bez strujanja vetra na slobodnom kraju ekvivalentna površinska hrapavost koeficijent za cilindar kinematička viskoznost vazduha udarna brzina vetra na visini z e V q Cf, (slika 7.8) k 0.0 (tabela 7.1) k 0.0,7 10 b 18 ν 1 10 m/s qp(ze) ,7 m/s ρ kn/m (ze) p(ze) ЗБОРНИК РАДОВА ГРАЂЕВИНСКОГ ФАКУЛТЕТА 7 (01) 11
6 Rejnoldsov broj efektivna vitkost za l>0 m (tabela 7.1, slika ) koeficijent ispunjenosti (za pune konstrukcije) koeficijent uticaja kraja specijalni uređaji za prigušenje nema logaritamski dekrement prigušenja konstrukcije b V 1,8 7,7 R,1 10 υ 110 l 0,0 λ 0.7 0,7 1,7 b 1,8 ili λ 70 - merodavno (ze) e φ 1.0 ψλ 0.91 δd 0 δ δs δa δd bezdimenzionalna funkcija gustine spektralne energije SL funkcije aerodinamičkog pristupa za osnovni ton oscilacije.8 f.8,98 S L(z,n) L(z,n) / / (1 10. f L(z,n) ) (1 10.,98) n L ,7 1 (zs) fl(z,n),98 Vm(zs), R 1e 1e 0. η h 9,1 h ηh ηh 9,1 9,1. h. 0,0 ηh fl(zs,n 1,x),98 9, 1 L 99,7 (zs) R 1e 1e η b b ηb ηb koeficijent rezonantnog odgovora.b..07 ηb fl(zs,n 1,x) L 18.9 (zs) π δ π 0.01 R SL(zs,n 1,x) Rh(η h) Rb(η b) R ,7 Udarni koeficijent (Aneks B) 0, k p ln(υt) ln(υt) 1 JOURNAL OF FACULTY OF CIVIL ENGINEERING 7 (01)
7 period oscilovanja učestalost prekoračenja udarni koeficijent T 10 min= s R 0,7 1 υ n B R 0.7 0,7 0, kp ln(0.87 ).9 ln(0.87 ) koeficijent ,7 0,7 konstrukcije CsCd 1, Opterećenje vetrom koje deluje na dimnjak, pomnoženo sa parcijalnim koeficijentom PLF je opterećenje na dimnjak koje se daje: a) po m' dimnjaka za proračun globalnih presečnih sila i utvrđivanje nosivosti i stabilnosti stuba (kao svedeno linijsko opterećenje) f C C C q b kn/m' w s d f p(z) ros b) po m površine preseka dimnjaka sa raspodelom po obimu preseka prema za proračun izbočavanja plašta stuba fw CsCdCf q p(z) kn/m p=0.80 p=1. p=1.9 p=1. p=1.1 p=1.1 p=1.9 p=0.8 p=1. p=.7 p=.7 p=.p=.01 p=1.8 Slika 1. Opterećenje od vetrom i težine unutrašnjeg prstena ЗБОРНИК РАДОВА ГРАЂЕВИНСКОГ ФАКУЛТЕТА 7 (01) 1
8 A PRESEK 10 PRESEK 9 PRESEK 8 PRESEK 7 PRESEK PRESEK PRESEK PRESEK PRESEK PRESEK 1 SEGMENT SEGMENT SEGMENT SEGMENT SEGMENT 1 Slika Geometrija dimnjaka Visina stuba od - do [m] C s C d C f q p(z) [kn/m ] pr.širina b pr. [m] Lin. opt. 1. f w [kn/m'] Maksimalno površinsko opterećenje pritiska po obimu stuba, bez uvedenog koeficijenta sigurnosti 1 JOURNAL OF FACULTY OF CIVIL ENGINEERING 7 (01)
9 0 C C 1.0 C 1.0 fw Cs Cd Cpe q pz kn / m za pe p0 p0 Pošto je dimnjak otvoren sa gornje strane, pri dnu ima revizioni otvor, koeficijent unutrašnjeg pritiska je C pi = -0.. f kn/m w,max Opterećenje usled dejstva odvajanja vrtloga Istovremeno sa opterećenjem od vetra deluje i opterećenje F w usled dejstva odvajanja vrtloga. Ovo opterećenje deluje upravno na pravac dejstva vetra (Aneks E). w(s) (s) iy iy(s) Fmax F m π n φ y π kn/m' yfmax b K K w clat m st se st 0.18 (tabela E.1) δs mi,e 0.017, sc.9 ρ b K 0.1 const. (Tabela E.) L 0 j 1. m L j m b 1.8 λ l 0. b 1.8 L j Lj Lj b b 1 K b w 1 0. λ λ λ K w K w Clat 0. pomnoženo sa koeficijentom sigurnosti kn/m'.1.. Proračunski model Proračun modela za uticaje sopstvene težine, stalan teret i uticaje od vetra sproveden je prema teoriji drugog reda, za prethodno formirane kombinacije uticaja. U kombinacije su ušla opterećenja bez parcijalnih koeficijenata. ЗБОРНИК РАДОВА ГРАЂЕВИНСКОГ ФАКУЛТЕТА 7 (01) 1
10 1 Ulazni podaci Konstrukcija i uticaji Tabela materijala No Naziv materijala E[kN/m] μ γ[kn/m] αt[1/c] Em[kN/m] μ m Set: 1 ek: D=./1, Fiktivna ekscentričnost Mat. A1 A A I1 I I 1 - Celik 7.01e-.e-.e- 9.88e-.99e-.99e-. T [cm] ecenje tezina (g) -.9 p= p= p=.7 p=.7 p=.7 p=. p=.01 p=1.8 p=0.80 p=1. p=1. p=1.9p=1. p=1.1 p=1.1 p= = -0. / min N1= -80. kn x N1= 0. / min N1= -10. kn 7.09 / min T= -0. kn ax M= 0. / min M= knm max u= -0. / min u= -.9 m Slika. Izgled dimnjaka,opterećenje od vetra, uticaji (M,T,N) i deformacije dimnjaka 1 JOURNAL OF FACULTY OF CIVIL ENGINEERING 7 (01)
11 Slika. Uticaji u ankerima Ankeri (reakcije sile u ankerima se odnose na par ankera) Z max 8.9 kn H max 19.0 kn Pretpostavljaju se ankeri 1 M od čelika S 0N/NL sa duplim navrtkama. Zatezanje: R, F 0,8 8.9 j 0,8 8,1 cm.9 kn/cm 8,1 Smicanje:, N 1 1,1 111,9 kn Q kn < 111,9 kn n Odgovaraju ankeri 1 M..1.. Stanje napona sa dodatim ojačanjem zone oko otvora Slika. Izgled modela sa otvorom ЗБОРНИК РАДОВА ГРАЂЕВИНСКОГ ФАКУЛТЕТА 7 (01) 17
12 Ojačanje otvora izvršeno je dodavanjem krutog prstena debljine 1 mm, po celom obimu otvora u zoni od mm. Stanje napona sa dodatim ojačanjem zone oko otvora je dato na sledećoj slici br.. Slika stanje napona oko otvora U tabeli br. su dati uticaji usled tangencijalnih napona u prvom segmentu dimnjaka proračunatog kao prostorni model. Tabela br. -IZBOČAVANJE USLED TANGENCIJALNOG NAPONA Element konstrukcije Poluprečnik r [mm] Debljina lima tj [mm] Dužina segmenta lj [mm] Karakteristike fy materijala k [MPa] Modul elastičnosti E [MPa] M Parcijalni koef Kritičan tangencijalni napon lj tj [mm ] lc / lb / la = [mm] k = l eff = [mm] ω eff = λ θ0 = 0. r/t= β= 0. θ,rc r,eff = [MPa] JOURNAL OF FACULTY OF CIVIL ENGINEERING 7 (01)
13 η= 1.0 θ,rc r,j = [MPa] α θ = 0. ω j = λ θ = λ θp = (α/(1-β))= χ θ = θ,rd =χ θ f yk = [MPa] Pritisak vetra na 1.E ljusku 1.q w,max = [N/mm ] 0 E-0 E-0 E-0 E-0 E-0 E-0 E-0 E-0 E-0 Uslovi oslanjanja C θ <kw<1.0 k w q eq =kw q w,max = [N/mm ] Unutrašnji pritisak 1.E q s = [N/mm ] 0 E-0 E-0 E-0 E-0 E-0 E-0 E-0 E-0 E-0 θ,ed =(q eq + q s )(r/t) = [MPa] σ θ,ed / (σ θ,rk / M1 ) < 1.0 = OK OK OK OK OK OK OK OK OK OK LITERATURA [1] M.Bešević, A.Tešanović, D. Kukaras, Moguće posledice od opterećenja usled naleta vetra na primeru objekta centra oblasne kontrole letenja u beogradu Zbornik radova građevinskog fakultera broj, str (01) ISSN 0 8. [] M.Bešević, A.Tešanović, Optimalno projektovanje čeličnih konstrukcija skladišta sa aspekta utroška čelika Zbornik građevinskog fakulteta 1 (01). ISSN 0 8 [] M.Bešević," Viseće staklene fasade i stakleni nosači kao noseća konstrukcija" Zbornik radova Građevinskog fakulteta u Subotici, br 0/011- str [] M.Bešević, Savremene aluminijumske koinstrukcije - fasade Građevinski kalendar-01(srbija) ISSN 0 8. [] M.Bešević, Idejni građevinski projekat čelične konstrukcije stuba vetrogeneratora za VETROPARK KOVAČICA, 01 godine. ISSN 0 8. [] Nestorović Ž., Trifković M., Bešević T. M., On the possibilities of geodetic measurements utilization in construction dimensions control Building Materials and structures 1-vol (01) 1(1-). ISSN 0 8. [7] M.Bešević, A.Tešanović, D. Kukaras,A. Landović. Calculation and design of steel bearing structure for wind turbine, Zbornik radova Građevinskog fakultera broj, str (01), DOI:10.11, UDK.0.1/0, ISSN 0 8. ЗБОРНИК РАДОВА ГРАЂЕВИНСКОГ ФАКУЛТЕТА 7 (01) 19
14 ANALYSIS AND DESIGN OF 0 m HIGH STEEL CHIMNEY ACCORDING TO EUROCODE AND SRPS STANDARDS Summary: This paper presents structural analysis according to Eurocode and SRPS standards. Analysed construction is 0 m high steel chimney, made of m long upper circular cross-section segment of constant diameter D=18 mm and bottom variable circular cross-section segment of D= mm on the foundation level. Wind loads are dominant loads for this kind of structures. In analyzing workload basic wind speed is thoroughly treated according to SRPS U.C7.110, and respectively wind speed is treated according to Eurocode 1 for the location of Prahovo. Design of model for the effects of its own weight, a constant load and wind load was conducted according to the second order theory for pre-formed load combinations. The load combinations do not contain partial load safety factors. Design of chimney shaft segments are carried out for different ticknes by height of the pillar, for bearing capacity of cross-section, buckling due normal stress, buckling due tangential stress and buckling control is carried out due shear stress. Keywords: loads, wind effects, calculation, design, standards. 0 JOURNAL OF FACULTY OF CIVIL ENGINEERING 7 (01)
STRUCTURAL VEHICLE IMPACT LOADING UDC =111. Dragoslav Stojić #, Stefan Conić
FACTA UNIVERSITATIS Series: Architecture and Civil Engineering Vol. 11, N o 3, 2013, pp. 285-292 DOI: 10.2298/FUACE1303285S STRUCTURAL VEHICLE IMPACT LOADING UDC 624.042.3=111 Dragoslav Stojić #, Stefan
More informationFTN Novi Sad Katedra za motore i vozila. Drumska vozila Uputstvo za izradu vučnog proračuna motornog vozila. 1. Ulazni podaci IZVOR:
1. Ulazni podaci IZVOR: WWW.CARTODAY.COM 1. Ulazni podaci Masa / težina vozila Osovinske reakcije Raspodela težine napred / nazad Dimenzije pneumatika Čeona površina Koeficijent otpora vazduha Brzinska
More informationCurrent Serbian Design Codes Transfering from a Deterministic to a Semi- Probabilistic Approach
Current Serbian Design Codes Transfering from a Deterministic to a Semi- Probabilistic Approach NIKOLA D. TOŠIĆ, University of Belgrade, Original scientific paper Faculty of Civil Engineering, Belgrade
More informationEXPERIMENTAL ANALYSIS OF THE STRENGTH OF A POLYMER PRODUCED FROM RECYCLED MATERIAL
A. Jurić et al. EXPERIMENTAL ANALYSIS OF THE STRENGTH OF A POLYMER PRODUCED FROM RECYCLED MATERIAL Aleksandar Jurić, Tihomir Štefić, Zlatko Arbanas ISSN 10-651 UDC/UDK 60.17.1/.:678.74..017 Preliminary
More information5 th INTERNATIONAL CONFERENCE Contemporary achievements in civil engineering 21. April Subotica, SERBIA
5 th INTERNATIONAL CONFERENCE Contemporary achievements in civil engineering 21. April 2017. Subotica, SERBIA COMPUTER SIMULATION OF THE ORDER FREQUENCIES AMPLITUDES EXCITATION ON RESPONSE DYNAMIC 1D MODELS
More information5 th INTERNATIONAL CONFERENCE Contemporary achievements in civil engineering 21. April Subotica, SERBIA
5 th INTERNATIONAL CONFERENCE Contemporary achievements in civil engineering. April 07. Subotica, SERBIA DIFFERENT HEIGHT THIN-PLATE WEIRS FOR MEASURING DISCHARGE HYDROGRAPHS Lajos Hovány UDK: 68. DOI:0.445/konferencijaGFS07.07
More information6 th INTERNATIONAL CONFERENCE
6 th INTERNATIONAL CONFERENCE Contemporary achievements in civil engineering 20. April 2018. Subotica, SERBIA ABSOLUTE MOVEMENTS OF LARGE DAMS ANALYSIS BY REGRESSION METHOD UTILIZATION Žarko Nestorović
More informationANALIZA DINAMIČKE INTERAKCIJA TLA I RAMOVSKIH KONSTRUKCIJA PRIMENOM SPEKTRALNIH ELEMENATA DEO II
Daorin Penaa, Nexhat Bajrami, Günther Schmid 3, Mira Petronijeić Grozde Aleksoski 5 ANALIZA DINAMIČKE INTERAKCIJA TLA I RAMOVSKIH KONSTRUKCIJA PRIMENOM SPEKTRALNIH ELEMENATA DEO II Rezime U radu je prikazani
More informationRELIABILITY OF GLULAM BEAMS SUBJECTED TO BENDING POUZDANOST LIJEPLJENIH LAMELIRANIH NOSAČA NA SAVIJANJE
RELIABILITY OF GLULAM BEAMS SUBJECTED TO BENDING Mario Jeleč Josip Juraj Strossmayer University of Osijek, Faculty of Civil Engineering Osijek, mag.ing.aedif. Corresponding author: mjelec@gfos.hr Damir
More informationFIBER KONAČNI ELEMENT U NELINEARNOJ ANALIZI KVADRATNIH SPREGNUTIH CFT STUBOVA FIBER FINITE ELEMENT IN NONLINEAR ANALYSIS OF SQUARE CFT COLUMNS
FIBER KONAČNI ELEMENT U NELINEARNOJ ANALIZI KVADRATNIH SPREGNUTIH CFT STUBOVA FIBER FINITE ELEMENT IN NONLINEAR ANALYSIS OF SQUARE CFT COLUMNS Nikola BLAGOJEVIĆ Svetlana M. KOSTIĆ Saša STOŠIĆ PREGLEDNI
More informationPROBABILISTIC ASSESSMENT OF CALCULATION RESISTANCE MODELS OF COMPOSITE SECTION WITH PARTIAL SHEAR INTERACTION
I. Džeba et al. Probabilističko vrednovanje proračunskih modela otpornosti spregnutog nosača s djelomičnom posmičnom vezom PROBABILISTIC ASSESSMENT OF CALCULATION RESISTANCE MODELS OF COMPOSITE SECTION
More informationYu.G. Matvienko. The paper was presented at the Twelfth Meeting New Trends in Fatigue and Fracture (NT2F12) Brasov, Romania, May, 2012
Yu.G. Matvienko The paper was presented at the Twelfth Meeting New Trends in Fatigue and Fracture (NTF1) Brasov, Romania, 7 30 May, 01 CRACK TP PLASTC ZONE UNDER MODE LOADNG AND THE NON-SNGULAR T zz STRESS
More informationAN EXPERIMENTAL METHOD FOR DETERMINATION OF NATURAL CIRCULAR FREQUENCY OF HELICAL TORSIONAL SPRINGS UDC:
UNIVERSITY OF NIŠ The scientific journal FACTA UNIVERSITATIS Series: Mechanical Engineering Vol.1, N o 5, 1998 pp. 547-554 Editor of series: Nenad Radojković, e-mail: radojkovic@ni.ac.yu Address: Univerzitetski
More informationDETERMINATION OF THE EFFECTIVE STRAIN FLOW IN COLD FORMED MATERIAL
DETERMINATION OF THE EFFECTIVE STRAIN FLOW IN COLD FORMED MATERIAL Leo Gusel University of Maribor, Faculty of Mechanical Engineering Smetanova 17, SI 000 Maribor, Slovenia ABSTRACT In the article the
More informationTHE BOUNDARY VALUES OF THE PUNCH DIAMETER IN THE TECHNOLOGY OF THE OPENING MANUFACTURE BY PUNCHING UDC
FACTA UNIVERSITATIS Series: Mechanical Engineering Vol.1, N o 7, 2000, pp. 887-891 THE BOUNDARY VALUES OF THE PUNCH DIAMETER IN THE TECHNOLOGY OF THE OPENING MANUFACTURE BY PUNCHING UDC 621.962 621.744.52
More informationPROJEKT NOSIVE ARMIRANOBETONSKE KONSTRUKCIJE OBITELJSKE KUĆE
SVEUČILIŠTE U SPLITU, FAKULTET GRAĐEVINARSTVA, ARHITEKTURE I GEODEZIJE STUDIJ: STRUČNI STUDIJ GRAĐEVINARSTVA PROJEKT NOSIVE ARMIRANOBETONSKE KONSTRUKCIJE OBITELJSKE KUĆE ZAVRŠNI RAD MENTOR: dr.sc. Nikola
More informationANALYSIS OF INFLUENCE OF PARAMETERS ON TRANSFER FUNCTIONS OF APERIODIC MECHANISMS UDC Života Živković, Miloš Milošević, Ivan Ivanov
UNIVERSITY OF NIŠ The scientific journal FACTA UNIVERSITATIS Series: Mechanical Engineering Vol.1, N o 6, 1999 pp. 675-681 Editor of series: Nenad Radojković, e-mail: radojkovic@ni.ac.yu Address: Univerzitetski
More informationEVALUATION OF STRUCTURAL RELIABILITY USING SIMULATION METHODS
EVALUATION OF STRUCTURAL RELIABILITY USING SIMULATION METHODS Markel BABALLËKU Brisid ISUFI ORIGINALNI NAUNI RAD ORIGINAL SCIENTIFIC PAPER UDK: 624.046:519.245 1 INTRODUCTION Reliability is defined in
More informationCHEMICAL REACTION EFFECTS ON VERTICAL OSCILLATING PLATE WITH VARIABLE TEMPERATURE
Available on line at Association of the Chemical Engineers AChE www.ache.org.rs/ciceq Chemical Industry & Chemical Engineering Quarterly 16 ( 167 173 (010 CI&CEQ R. MUTHUCUMARASWAMY Department of Applied
More informationStatic inelastic analysis of steel frames with flexible connections
Theoret. Appl. Mech., Vol.31, No.2, pp.101 134, Belgrade 2004 Static inelastic analysis of steel frames with flexible connections M. Sekulović M. Nefovska Danilović Abstract The effects of connection flexibility
More informationElastic - plastic analysis of crack on bimaterial interface
Theoret. Appl. Mech., Vol.32, No.3, pp. 193 207, Belgrade 2005 Elastic - plastic analysis of crack on bimaterial interface Ruzica R. Nikolic Jelena M. Veljkovic Abstract In this paper are presented solutions
More informationAnaliza čelične i aluminijske konstrukcije na lokaciji Dugopolje-visina rešetke 2,36m
SVEUČILIŠTE U SPLITU FAKULTET GRAĐEVINARSTVA ARHITEKTURE I GEODEZIJE Ivan Radmilo Analiza čelične i aluminijske konstrukcije na lokaciji Dugopolje-visina rešetke 2,36m Split, 2016. Analiza čeličnog i aluminijskog
More informationVELOCITY PROFILES AT THE OUTLET OF THE DIFFERENT DESIGNED DIES FOR ALUMINIUM EXTRUSION
VELOCITY PROFILES AT THE OUTLET OF THE DIFFERENT DESIGNED DIES FOR ALUMINIUM EXTRUSION J.Caloska, J. Lazarev, Faculty of Mechanical Engineering, University Cyril and Methodius, Skopje, Republic of Macedonia
More informationTHE CALCULATION OF FOUNDATION GIRDERS IN EQUIVALENT ELASTIC SEMISPACE UDC : (045) Verka Prolović, Zoran Bonić
FACTA UNIVERSITATIS Series: Architecture and Civil Engineering Vol. 2, N o 1, 1999, pp. 61-66 THE CALCULATION OF FOUNDATION GIRDERS IN EQUIVALENT ELASTIC SEMISPACE UDC 624.151:624.131.53(045) Verka Prolović,
More informationRed veze za benzen. Slika 1.
Red veze za benzen Benzen C 6 H 6 je aromatično ciklično jedinjenje. Njegove dve rezonantne forme (ili Kekuléove structure), prema teoriji valentne veze (VB) prikazuju se uobičajeno kao na slici 1 a),
More informationANALYTICAL AND NUMERICAL PREDICTION OF SPRINGBACK IN SHEET METAL BENDING
ANALYTICAL AND NUMERICAL PREDICTION OF SPRINGBACK IN SHEET METAL BENDING Slota Ján, Jurčišin Miroslav Department of Technologies and Materials, Faculty of Mechanical Engineering, Technical University of
More informationSTRUCTURAL ANALYSIS OF NORTH ADRIATIC FIXED OFFSHORE PLATFORM
SORTA 2006 Paul Jurišić, Croatian Register of Shipping, Marasovićeva 67, 21000 Split, e-mail: constr@crs.hr, Većeslav Čorić, University of Zagreb, Faculty of Mechanical Engineering and Naval Architecture,
More informationBENDING-SHEAR INTERACTION OF LONGITUDINALLY STIFFENED GIRDERS
Broj 3, godina 211 Stranice 97-112 BENDING-SHEAR INTERACTION OF LONGITUDINALLY STIFFENED GIRDERS Darko Beg University of Ljubljana, Faculty of Civil and Geodetic Engineering, Slovenia, University Professor
More informationAPOLLO SCAFFOLDING SERVICES LTD SPIGOT CONNECTION TO EUROCODES DESIGN CHECK CALCULATIONS
Alan White Design APOLLO SCAFFOLDING SERVICES LTD SPIGOT CONNECTION TO EUROCODES DESIGN CHECK CALCULATIONS Alan N White B.Sc., M.Eng., C.Eng., M.I.C.E., M.I.H.T. JUL 2013 Somerset House 11 Somerset Place
More informationVALLOUREC & MANNESMANN TUBES. Design-support for MSH sections
VALLOUREC & MANNESMANN TUBES Design-support for MSH sections according to Eurocode 3, DIN EN 1993-1-1: 2005 and DIN EN 1993-1-8: 2005 Design-Support for MSH sections according to Eurocode 3, DIN EN 1993-1-1:
More informationMechanics of Materials MENG 270 Fall 2003 Exam 3 Time allowed: 90min. Q.1(a) Q.1 (b) Q.2 Q.3 Q.4 Total
Mechanics of Materials MENG 70 Fall 00 Eam Time allowed: 90min Name. Computer No. Q.(a) Q. (b) Q. Q. Q.4 Total Problem No. (a) [5Points] An air vessel is 500 mm average diameter and 0 mm thickness, the
More informationMATHEMATICAL MODELING OF DIE LOAD IN THE PROCESS OF CROSS TUBE HYDROFORMING
Journal for Technology of Plasticity, Vol. 40 (2015), Number 1 MATHEMATICAL MODELING OF DIE LOAD IN THE PROCESS OF CROSS TUBE HYDROFORMING Mehmed Mahmić, Edina Karabegović University of Bihać, Faculty
More informationAPPLICATION OF THOMAS-FERMI MODEL TO FULLERENE MOLECULE AND NANOTUBE UDC 547. Yuri Kornyushin
FACTA UNIVERSITATIS Series: Physics, Chemistry and Technology Vol. 5, N o 1, 2007, pp. 11-18 DOI: 10.2298/FUPCT0701011K APPLICATION OF THOMAS-FERMI MODEL TO FULLERENE MOLECULE AND NANOTUBE UDC 547 Yuri
More informationStress Analysis of Steel Structure Comprising Cylindrical Shell with Billboard Tower
ISSN 1330-3651 (Print), ISSN 1848-6339 (Online) https://doi.org/10.17559/tv-016081901538 Original scientific paper Stress Analysis of Steel Structure Comprising Cylindrical Shell with Billboard Tower Dorin
More informationĐorđe Đorđević, Dušan Petković, Darko Živković. University of Niš, The Faculty of Civil Engineering and Architecture, Serbia
FACTA UNIVERSITATIS Series: Architecture and Civil Engineering Vol. 6, N o 2, 2008, pp. 207-220 DOI:10.2298/FUACE0802207D THE APPLIANCE OF INTERVAL CALCULUS IN ESTIMATION OF PLATE DEFLECTION BY SOLVING
More informationEXPERIMENTAL INVESTIGATION OF EXTRUSION SPEED AND TEMPERATURE EFFECTS ON ARITHMETIC MEAN SURFACE ROUGHNESS IN FDM- BUILT SPECIMENS
EXPERIMENTAL INVESTIGATION OF EXTRUSION SPEED AND TEMPERATURE EFFECTS ON ARITHMETIC MEAN SURFACE ROUGHNESS IN FDM- BUILT SPECIMENS Ognjan Lužanin *, Dejan Movrin, Miroslav Plančak University of Novi Sad,
More informationVerification Examples
Verification Examples 2008 AxisVM 9 Verification Examples 2 Linear static...3 Supported bar with concentrated loads....4 Thermally loaded bar structure...5 Continously supported beam with constant distributed
More informationINVESTIGATION OF UPSETTING OF CYLINDER BY CONICAL DIES
INVESTIGATION OF UPSETTING OF CYLINDER BY CONICAL DIES D. Vilotic 1, M. Plancak M 1, A. Bramley 2 and F. Osman 2 1 University of Novi Sad, Yugoslavia; 2 University of Bath, England ABSTRACT Process of
More informationProject Name Wind Analysis Report Presented to: Client Logo Revision Generated by Date Reviewed by Date Comment
Project Name Wind Analysis Report Presented to: Client Logo Revision Generated by Date Reviewed by Date Comment 0 1 2 3 1.1.0 Introduction According to the approved Design Basis The wind speed is considered
More informationEXPERIMENTAL ANALYSIS OF COMBINED ACTION OF BENDING, SHEAR AND TORSION ON TIMBER BEAMS
Eksperimentalna analiza zajedničkog djelovanja savijanja, posmika i torzije drvenih nosača EXPERIMENTAL ANALYSIS OF COMBINED ACTION OF BENDING, SHEAR AND TORSION ON TIMBER BEAMS Tihomir Štefić, Aleksandar
More informationDelhi Noida Bhopal Hyderabad Jaipur Lucknow Indore Pune Bhubaneswar Kolkata Patna Web: Ph:
Serial : IG1_CE_G_Concrete Structures_100818 Delhi Noida Bhopal Hyderabad Jaipur Lucknow Indore Pune Bhubaneswar Kolkata Patna Web: E-mail: info@madeeasy.in Ph: 011-451461 CLASS TEST 018-19 CIVIL ENGINEERING
More informationUvod u relacione baze podataka
Uvod u relacione baze podataka Ana Spasić 2. čas 1 Mala studentska baza dosije (indeks, ime, prezime, datum rodjenja, mesto rodjenja, datum upisa) predmet (id predmeta, sifra, naziv, bodovi) ispitni rok
More informationDetermine the resultant internal loadings acting on the cross section at C of the beam shown in Fig. 1 4a.
E X M P L E 1.1 Determine the resultant internal loadings acting on the cross section at of the beam shown in Fig. 1 a. 70 N/m m 6 m Fig. 1 Support Reactions. This problem can be solved in the most direct
More informationMATHEMATICAL ANALYSIS OF PERFORMANCE OF A VIBRATORY BOWL FEEDER FOR FEEDING BOTTLE CAPS
http://doi.org/10.24867/jpe-2018-02-055 JPE (2018) Vol.21 (2) Choudhary, M., Narang, R., Khanna, P. Original Scientific Paper MATHEMATICAL ANALYSIS OF PERFORMANCE OF A VIBRATORY BOWL FEEDER FOR FEEDING
More informationSteel plate elements loaded in their plane buckling factors and critical stresses
UDK 64.073.001.5:64.014. Građevinar /01 Primljen / Received: 1.10.011. Ispravljen / Corrected: 8..01. Prihvaćen / Accepted: 1..01. Dostupno online / Available online: 15.3.01. Authors: Prof. Mehmed Čaušević,
More informationAIR CURTAINS VAZDU[NE ZAVESE V H
AIR CURTAINS V 15.000 H 21.000 KLIMA Co. 2 KLIMA Co. Flow and system stress should be known factors in air flow. The flow is gas quantity flowing through the system during given time unit and is measured
More informationAPPENDIX 1 MODEL CALCULATION OF VARIOUS CODES
163 APPENDIX 1 MODEL CALCULATION OF VARIOUS CODES A1.1 DESIGN AS PER NORTH AMERICAN SPECIFICATION OF COLD FORMED STEEL (AISI S100: 2007) 1. Based on Initiation of Yielding: Effective yield moment, M n
More informationDAMAGE DETECTIN OF STEEL STRUCTURES WITH PIEZOELECTRIC TRANSDUCERS AND LAMB WAVES
IV INTERNATIONAL SYMPOSIUM FOR STUDENTS OF DOCTORAL STUDIES IN THE FIELDS OF CIVIL ENGINEERING, ARCHITECTURE AND ENVIRONMENTAL PROTECTION Nemanja Marković 1 Dragoslav Stojić 2 Tamara Nestorović 3 DAMAGE
More informationShear Modulus and Shear Strength Evaluation of Solid Wood by a Modified ISO Square-Plate Twist Method
Hiroshi Yoshihara 1 Shear Modulus and Shear Strength Evaluation of Solid Wood by a Modified ISO 1531 Square-late Twist Method rocjena smicajnog modula i smicajne čvrstoće cjelovitog drva modificiranom
More informationProjektovanje paralelnih algoritama II
Projektovanje paralelnih algoritama II Primeri paralelnih algoritama, I deo Paralelni algoritmi za množenje matrica 1 Algoritmi za množenje matrica Ovde su data tri paralelna algoritma: Direktan algoritam
More informationBasis of Design, a case study building
Basis of Design, a case study building Luís Simões da Silva Department of Civil Engineering University of Coimbra Contents Definitions and basis of design Global analysis Structural modeling Structural
More informationBuckling Resistance Assessment of a Slender Cylindrical Shell Axially Compressed
Mechanics and Mechanical Engineering Vol. 14, No. 2 (2010) 309 316 c Technical University of Lodz Buckling Resistance Assessment of a Slender Cylindrical Shell Axially Compressed Jakub Marcinowski Institute
More informationMECHANICS OF MATERIALS Design of a Transmission Shaft
Design of a Transmission Shaft If power is transferred to and from the shaft by gears or sprocket wheels, the shaft is subjected to transverse loading as well as shear loading. Normal stresses due to transverse
More informationJob No. Sheet 1 of 7 Rev A. Made by ER/EM Date Feb Checked by HB Date March 2006
Job No. Sheet of 7 Rev A Design Example Design of a lipped channel in a Made by ER/EM Date Feb 006 Checked by HB Date March 006 DESIGN EXAMPLE DESIGN OF A LIPPED CHANNEL IN AN EXPOSED FLOOR Design a simply
More informationANALYSIS OF THE RELIABILITY OF THE "ALTERNATOR- ALTERNATOR BELT" SYSTEM
I. Mavrin, D. Kovacevic, B. Makovic: Analysis of the Reliability of the "Alternator- Alternator Belt" System IVAN MAVRIN, D.Sc. DRAZEN KOVACEVIC, B.Eng. BRANKO MAKOVIC, B.Eng. Fakultet prometnih znanosti,
More informationVisit Abqconsultants.com. This program Designs and Optimises RCC Chimney and Foundation. Written and programmed
Prepared by : Date : Verified by : Date : Project : Ref Calculation Output Design of RCC Chimney :- 1) Dimensions of Chimney and Forces 200 Unit weight of Fire Brick Lining 19000 N/m3 100 Height of Fire
More informationODREĐIVANJE OSNOVNE FORME I PERIODA OSCILOVANJA GRAĐEVINA PRIBLIŽNIM METODAMA
ODREĐIVANJE OSNOVNE FORME I PERIODA OSCILOVANJA GRAĐEVINA PRIBLIŽNIM METODAMA Zlatko MAGLAJLIĆ Goran SIMONOVIĆ Rašid HADŽOVIĆ Naida ADEMOVIĆ PREDHODNO SAOPŠTENJE UDK: 624.042.3 = 861 1. UVOD Građevinski
More informationSTRESS OF ANGLE SECTION SUBJECTED TO TRANSVERSAL LOADING ACTING OUT OF THE SHEAR CENTER
STRESS OF ANGLE SECTION SUBJECTED TO TRANSVERSAL LOADING ACTING OUT OF THE SHEAR CENTER Filip Anić Josip Juraj Strossmayer University of Osijek, Faculty of Civil Engineering Osijek, Student Davorin Penava
More informationTower Cranes & Foundations The Interface & CIRIA C654 Stuart Marchand C.Eng. FICE FIStructE Director Wentworth House Partnership
Tower Cranes & Foundations The Interface & CIRIA C654 Stuart Marchand C.Eng. FICE FIStructE Director Wentworth House Partnership EXAMPLES OF TOWER CRANE FOUNDATION TYPES Rail mounted Pad Base Piled Base
More informationProject Name Structural Calculation for Feature Pressing
Project Name Structural Calculation for Feature Pressing Presented to: Client Logo Revision Generated by Date Reviewed by Date Comment 0 1 2 3 Table of Contents 1.0 Introduction & Loadings... 3 1.1 Introduction
More informationDesign of AAC wall panel according to EN 12602
Design of wall panel according to EN 160 Example 3: Wall panel with wind load 1.1 Issue Design of a wall panel at an industrial building Materials with a compressive strength 3,5, density class 500, welded
More informationSolution: The strain in the bar is: ANS: E =6.37 GPa Poison s ration for the material is:
Problem 10.4 A prismatic bar with length L 6m and a circular cross section with diameter D 0.0 m is subjected to 0-kN compressive forces at its ends. The length and diameter of the deformed bar are measured
More informationClayey sand (SC)
Pile Bearing Capacity Analysis / Verification Input data Project Task : PROJECT: "NEW STEAM BOILER U-5190 Part : A-1 Descript. : The objective of this Analysis is the Pile allowable bearing Capacity Analysis
More informationBETA Sewerage Pumping Station
Geotechnical and Structural Report Beograd, August 2010 Geotechnical and Structural Design Date : August, 2010 Page: 1 of 49 PREFACE: Pumping structure was to be 12m deep, and be founded through water
More informationDesign of a Steel I-section for Bending and Shear
Benchmark Example No. 13 Design of a Steel I-section for Bending and Shear SOFiSTiK 2018 VERiFiCATiON MANUAL DCE-EN13: Design of a Steel I-section for Bending and Shear VERiFiCATiON MANUAL, Version 2018-7
More informationUTICAJ KRIVE SNAGE VETROGENERATORA NA TEHNO-EKONOMSKE POKAZATELJE SISTEMA ZA NAPAJANJE POTROŠAČA MALE SNAGE
UTICAJ KRIVE SNAGE VETROGENERATORA NA TEHNO-EKONOMSKE POKAZATELJE SISTEMA ZA NAPAJANJE POTROŠAČA MALE SNAGE Vukman Bakić *, and Saša Stojković ** * University of Belgrade, Institute Vinča, Laboratory for
More informationStructural Steelwork Eurocodes Development of A Trans-national Approach
Structural Steelwork Eurocodes Development of A Trans-national Approach Course: Eurocode Module 7 : Worked Examples Lecture 0 : Simple braced frame Contents: 1. Simple Braced Frame 1.1 Characteristic Loads
More informationMOHR S CIRCLES FOR NON-SYMMETRIC STRESSES AND COUPLE STRESSES
CRNOGORSKA AKADEMIJA NAUKA I UMJETNOSTI GLASNIK ODJELJENJA PRIRODNIH NAUKA, 16, 2005. QERNOGORSKAYA AKADEMIYA NAUK I ISSKUSTV GLASNIK OTDELENIYA ESTESTVENNYH NAUK, 16, 2005. THE MONTENEGRIN ACADEMY OF
More informationA L A BA M A L A W R E V IE W
A L A BA M A L A W R E V IE W Volume 52 Fall 2000 Number 1 B E F O R E D I S A B I L I T Y C I V I L R I G HT S : C I V I L W A R P E N S I O N S A N D TH E P O L I T I C S O F D I S A B I L I T Y I N
More informationA CONNECTION ELEMENT FOR MODELLING END-PLATE CONNECTIONS IN FIRE
A CONNECTION ELEMENT OR MODELLING END-PLATE CONNECTIONS IN IRE Dr Zhaohui Huang Department of Civil & Structural Engineering, University of Sheffield 22 September 29 1. INTRODUCTION Three approaches for
More informationCivil Engineering Design (1) Design of Reinforced Concrete Columns 2006/7
Civil Engineering Design (1) Design of Reinforced Concrete Columns 2006/7 Dr. Colin Caprani, Chartered Engineer 1 Contents 1. Introduction... 3 1.1 Background... 3 1.2 Failure Modes... 5 1.3 Design Aspects...
More informationKALIBRACIJA I VERIFIKACIJA NUMERIČKOG MODELA OTICAJA I EROZIJE
KALIBRACIJA I VERIFIKACIJA NUMERIČKOG MODELA OTICAJA I EROZIJE Ognjen Gabrić 1 UDK: 551.311.1 : 001.891.54 DOI: 10.14415/zbornikGFS8.08 Rezime: Na bazi terenskih i laboratorijskih merenja, a uporedo sa
More informationDEFINING OF VARIABLE BLANK-HOLDING FORCE IN DEEP DRAWING
DEINING O VARIABLE BLANK-HOLDING ORCE IN DEEP DRAWING Aleksandrović S., Stefanović M. aculty of Mechanical Engineering, Kragujevac, Yugoslavia ABSTRACT Holding force is a significant parameter, which can
More informationAdvanced Analysis of Steel Structures
Advanced Analysis of Steel Structures Master Thesis Written by: Maria Gulbrandsen & Rasmus Petersen Appendix Report Group B-204d M.Sc.Structural and Civil Engineering Aalborg University 4 th Semester Spring
More informationThree torques act on the shaft. Determine the internal torque at points A, B, C, and D.
... 7. Three torques act on the shaft. Determine the internal torque at points,, C, and D. Given: M 1 M M 3 300 Nm 400 Nm 00 Nm Solution: Section : x = 0; T M 1 M M 3 0 T M 1 M M 3 T 100.00 Nm Section
More informationmportant nstructions to examiners: ) The answers should be examined by key words and not as word-to-word as given in the model answer scheme. ) The model answer and the answer written by candidate may
More informationMade by SMH Date Aug Checked by NRB Date Dec Revised by MEB Date April 2006
Job No. OSM 4 Sheet 1 of 8 Rev B Telephone: (0144) 45 Fax: (0144) 944 Made b SMH Date Aug 001 Checked b NRB Date Dec 001 Revised b MEB Date April 00 DESIGN EXAMPLE 9 - BEAM WITH UNRESTRAINED COMPRESSION
More informationAdvanced stability analysis and design of a new Danube archbridge. DUNAI, László JOÓ, Attila László VIGH, László Gergely
Advanced stability analysis and design of a new Danube archbridge DUNAI, László JOÓ, Attila László VIGH, László Gergely Subject of the lecture Buckling of steel tied arch Buckling of orthotropic steel
More informationStress Analysis Lecture 3 ME 276 Spring Dr./ Ahmed Mohamed Nagib Elmekawy
Stress Analysis Lecture 3 ME 276 Spring 2017-2018 Dr./ Ahmed Mohamed Nagib Elmekawy Axial Stress 2 Beam under the action of two tensile forces 3 Beam under the action of two tensile forces 4 Shear Stress
More informationMECHANICS OF MATERIALS
Third E CHAPTER 1 Introduction MECHANICS OF MATERIALS Ferdinand P. Beer E. Russell Johnston, Jr. John T. DeWolf Lecture Notes: J. Walt Oler Texas Tech University Concept of Stress Contents Concept of Stress
More informationNAGY GYÖRGY Tamás Assoc. Prof, PhD
NAGY GYÖRGY Tamás Assoc. Prof, PhD E mail: tamas.nagy gyorgy@upt.ro Tel: +40 256 403 935 Web: http://www.ct.upt.ro/users/tamasnagygyorgy/index.htm Office: A219 SIMPLE SUPORTED BEAM b = 15 cm h = 30 cm
More informationAssociate Professor. Tel:
DEPARTMENT OF CIVIL ENGINEERING IIT DELHI Dr. Suresh Bhalla Associate Professor Tel: 2659-1040 Email: Sbhalla@civil.iitd.ac.in FOUNDATIONS Geotechnical Engineer Structural Engineer Location and depth criteria
More informationEurocode 3 for Dummies The Opportunities and Traps
Eurocode 3 for Dummies The Opportunities and Traps a brief guide on element design to EC3 Tim McCarthy Email tim.mccarthy@umist.ac.uk Slides available on the web http://www2.umist.ac.uk/construction/staff/
More informationLoad combinations will be created according to the below option.
Eurocode Wizards The Eurocode Wizard option shows a dialogue box where various pre-defined beams, frames, rafters and trusses can be stated easily and roof, snow, wind and imposed loads as well as load
More informationCHAPTER 1 Basic Considerations
CHAPTER Basic Considerations FE-type Exam Review Problems: Problems. to. Chapter / Basic Considerations. (C) m = F/a or kg = N/m/s = N s /m. (B) [μ] = [τ/(/dy)] = (F/L )/(L/T)/L = F. T/L. (A) 8 9.6 0 Pa
More informationMORFOLOGIJA POVRŠINE PRIREDIO ALEKSANDAR MILETIĆ
MORFOLOGIJA POVRŠIE PRIREDIO ALEKSADAR MILETIĆ SADRŽAJ AMPLITUDI PARAMETRI (ISO/DIS 25178-2 I ASME B46.1)... 6 Sa - Prosečna hrapavost, aritmetička srednja hrapavost (eng. average roughness)... 6 Sq -
More informationDesign of Beams (Unit - 8)
Design of Beams (Unit - 8) Contents Introduction Beam types Lateral stability of beams Factors affecting lateral stability Behaviour of simple and built - up beams in bending (Without vertical stiffeners)
More information3. Stability of built-up members in compression
3. Stability of built-up members in compression 3.1 Definitions Build-up members, made out by coupling two or more simple profiles for obtaining stronger and stiffer section are very common in steel structures,
More informationROTATING RING. Volume of small element = Rdθbt if weight density of ring = ρ weight of small element = ρrbtdθ. Figure 1 Rotating ring
ROTATIONAL STRESSES INTRODUCTION High centrifugal forces are developed in machine components rotating at a high angular speed of the order of 100 to 500 revolutions per second (rps). High centrifugal force
More informationDIJAGRAMI ZA ODABIR POPREČNOG PRESJEKA NOSAČA OD DRVA ZA RAZLIČITE PROTUPOŽARNE OTPORNOSTI
Ivana Barić 1, Tihomir Štefić 2, Aleksandar Jurić 3. DIJAGRAMI ZA ODABIR POPREČNOG PRESJEKA NOSAČA OD DRVA ZA RAZLIČITE PROTUPOŽARNE OTPORNOSTI Rezime U radu je predstavljen proračun protupožarne otpornosti
More informationPRORAČUN PARAMETARA JEDNOŠINSKE VISEĆE ŽELJEZNICE (JVŽ) U PROSTORIJAMA TRASE JAMA POGONA HALJINIĆI ZD RMU KAKANJ D.O.O. KAKANJ
Mašinstvo 1(14), 11, (017) PRORAČUN PARAMETARA JEDNOŠINSKE VISEĆE ŽELJEZNICE (JVŽ) U PROSTORIJAMA TRASE JAMA POGONA HALJINIĆI ZD RMU KAKANJ D.O.O. KAKANJ CALCULATION O PARAMETERS OR OVERHEAD MONORAIL ON
More informationMass transfer between a fluid and an immersed object in liquid solid packed and fluidized beds
J. Serb. Chem. Soc. 70 (11) 1373 1379 (2005) UDC 66.021.3:66.040.36:66.096.5 JSCS 3377 Original scientific paper Mass transfer between a fluid and an immersed object in liquid solid packed and fluidized
More informationCHAPTER 1 Basic Considerations
CHAPTER 1 Basic Considerations FE-type Exam Review Problems: Problems 1.1 to 1.1. 1.1 (C) m F/a or kg N/m/s N. s /m. 1. (B) [µ] [τ//dy] (F/L )/(L/T)/L F. T/L. Chapter 1 / Basic Considerations 1. (A) 8
More informationINTRODUCTION TO LOW FREQUENCY LOCAL PLASMONS IN BULK EXTRINSIC SEMICONDUCTORS UDC 538.9; Yuri Kornyushin
FACTA UNIVERSITATIS Series: Physics, Chemistry and Technology Vol. 2, N o 5, 2003, pp. 253-258 INTRODUCTION TO LOW FREQUENCY LOCAL PLASMONS IN BULK EXTRINSIC SEMICONDUCTORS UDC 538.9; 621.315.5 Yuri Kornyushin
More informationCOMPARISON OF MODULY OF ELASTICITY OBTAINED BY NON- DESTRUCTIVE AND DESTRUCTIVE TESTS OF TIMBER SAMPLES
COMPARISON OF MODULY OF ELASTICITY OBTAINED BY NON- DESTRUCTIVE AND DESTRUCTIVE TESTS OF TIMBER SAMPLES Marta Čukman University of Zagreb, Faculty of Civil Engineering, student Corresponding author: marta.cukman@gmail.com
More informationSVEUČILIŠTE JOSIPA JURJA STROSSMAYERA U OSIJEKU GRAĐEVINSKI FAKULTET OSIJEK ZAVRŠNI RAD. (datum predaje rada)
SVEUČILIŠTE JOSIPA JURJA STROSSMAYERA U OSIJEKU GRAĐEVINSKI FAKULTET OSIJEK ZAVRŠNI RAD Osijek, 15. 9. 2015. (datum predaje rada) Pavo Ćutunić SVEUČILIŠTE JOSIPA JURJA STROSSMAYERA U OSIJEKU GRAĐEVINSKI
More informationCHAPTER 2 Failure/Fracture Criterion
(11) CHAPTER 2 Failure/Fracture Criterion (12) Failure (Yield) Criteria for Ductile Materials under Plane Stress Designer engineer: 1- Analysis of loading (for simple geometry using what you learn here
More informationAssessment of surface deformation with simultaneous adjustment with several epochs of leveling networks by using nd relative pedaloid
RMZ - Materials and Geoenvironment, Vol. 53, No. 3, pp. 315-321, 2006 315 Assessment of surface deformation with simultaneous adjustment with several epochs of leveling networks by using nd relative pedaloid
More informationANCHORED PILED RETAINING WALL
10 8 5 0 35.0 25.0 15.0 Soil Profiles -3.0-5 -7.0-10 End of excavation -10-1 -15 Ground Water -15.0-15.0-20 -18.0-25 -30 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Soil Profile Layer S.E. (m) c (kn/m³)
More informationFINITE ELEMENT ANALYSIS OF STATIC INDENTATION IN GLASS ANALIZA KONAČNIM ELEMENTIMA STATIČKOG UTISKIVANJA STAKLA
J. Ismail 1, F. Zaïri 1, M. Naït-Abdelaziz 1, Z. Azari 2 The paper was presented at the Ninth Meeting New Trends in Fatigue and Fracture (NT2F9) Belgrade, Serbia, 12 14 October, 29 FINITE ELEMENT ANALYSIS
More information