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1. _ lt 1 6 61 XyNrk Ym1 a XLrMy Rk Ym1 Mz Rk Ym1 Nga Pa My a Mz a XzNrk Ym1 K XirMy Rk Ym1 7z Mz Rk Ym1 Nrx Afy lt 1 6 62 My rk Wpuyfy for sections of class 1 and 2 Page 17 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual My rk We1yfy for sections of class 3 Mz rr Wpizfy for sections of class 1 and 2 Mz rk We1zfy for sections of class 3 Interaction factors Kyy Kyz Kzy n Kzz are defined in Table B1 and table B2 in Annex B of EN 1993 1 1 Table B1 Interaction factors for members not susceptible to torsional deformations Interaction Type of factors sections elastic cross sectional ea ete cross sectional properties class 3 class 4 class 1 class 2 N i C sfiso 6A I sections e XyN e Yun RHS sections N fi N ah siro ssa _ eC a XyNee Ym XyNre Ym I sections RHS sections RHS sections Caf h 0 6 X2Nm Yeo C ae Gi Nea lt C ue a XN ax Yma XzNex Ym Ne s gt o s Cal 1 6 0 2 Xx Ymi q X N er Yun N lt C 140 i X N gr Yen For I and H sections and rectangular hollow sections under axial compression and umaxial bending M Fa the coefficient k RHS sections Table B2 Interaction factors for elements susceptible to torsion deformations 2 elastic cross sectional properties l plastic cross sectional properties cla
2. d lt 1 5 10 b Rd XwhwSfy nhwsSfy Vb ra Vow pra lt w V3Ym1 V3Ym1 Webs can be stiffened with transverse ribs or unstiffened The contribution of flanges is neglected conservatively 5 1 5 2 Factor 7 is defined in Table 5 1 for rigid end posts 0 83 Xw 0 83 0 83 _ ad Aw Xw Page 19 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual 1 37 3a 2 1 08 0 7 Aw Xw Slenderness parameter w is defined by the following formulas When the web is not stiffened E hy Aw 86 45 oy p5 2 When the web is stiffened with transverse ribs Ay 5 6 37 4se k Shear buckling factor is defined according to Annex A 3 4 00 534 3aa 21 a k 4 A 5 4 00 3aa lt l ae a a hw hw h t t height of the web a spacing between ribs S Web thickness Results are displayed in tabular form Npy ra Noz Ra 6 61 6 62 6 46 6 46 Page 20 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Examples to EN 1993 1 1 2005 Example 1 Find the cross section capacity of hot rolled IPE 300 section loaded with design axial force Neg 300 KN and design bending moment Mya 120 kN m Design checks using Steel Expert Proektsoft Steel Expert EC 2 0 2010 Steel Element
3. id t lt 40 fy 235 MPa Yun L05 Ymg L05 jee r Buckling Lengths Lateral Torsional Buckling About axis y Leff 7 0 Ocm Load position Top flange About axis z Loff 0 0cm Load Type Uniformly distributed LT buckling Loff 00CM Web stiffeners at 0 0cm TP ETPETTET EET TTT ET ty yt Pe p B000 Internal Forces Page 25 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Design Results Section Classification as Compression Bending Section Elastic Design To Eg 6 1 Gee rt 35 42 1 2 M R ge M p PP 6 13 6 13 My ed A Mogg Maura ye oe 6 12 6 31 1 Reduced values Vi pg are calculated to eq 6 26 6 28 in case of shear combined with torsion Tes 2 Reduced values Nyy pgand M gg are calculated to eg 6 29 in case of axial load or bending combined with shear Veg 3 Reduced values Mew nq are calculated to eq 6 32 6 40 in case of bending combined with axial load New Manual checks Ayz H hy s 1 2 40 10 48cm 7 _ Woiy fy _ 20229 23 5 pLly Rd Fito 1 05 Avz fy 48 23 5 V 620 2 kN pl z Rd Rey Ymo a 1 05 Vea mo K 338 1 ee 620 2 Eas 45274 kNcm 452 74 kNm Vea 338 kN 0 5Vpi Ra 310 1 kN p pl Rd Wyiy PShw 4 2022 9 0 00809 1 0 402 4 Mpivyra fy 23 5 45202 kNem 452 kNm MO Msg 405 __ _ _ 0 90 gt 1 M
4. Design of steel elements according to EN 1993 1 1 2005 MPOEKTCOQI User Manual Table 5 2 Maximum width to thickness ratios for compression parts Sheet 1 of 3 Internal compression parts Stress distribution in parts compression positive Stress distribution in parts compression positive Part subject to Internal compression parts bending Axis of bending Part subject to compression when gt 0 5 when lt 0 5 when gt 0 5 when 0 5 t lt 42 when y gt 1 c ts 0 67 0 334 when y lt 1 c t lt 62e 1 yy Page 9 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Sheet 2 of 3 Outstand flanges Outstand flanges o i H Rolled sections Welded sections distribution in parts compression positive For k see EN 1993 1 5 Page 10 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Sheet 3 of 3 Angles t Does not apply to angles m Refer also to Outstand flanges b continuous contact with other see sheet 2 of 3 components Stress distribution ACTOSS section compression positive Resistance of cross sections Elastic design Class 3 sections are checked using the following equation 2 2 2 Ox Ed Oz Ed Ox Ed Oz Ed TEd 3 lt 1 6 1 In Eurocode this
5. Nenya FYN k 27 _ 1 662 Xz Nax Y ma YYurMynk Ymi M px Ymi Desian checks are satisfied K 0 90 Manual checks JI 2622 75 He leff 420 e Neo Tt EA B T 21000 46 6 SOLIN TA dase op Tys o gt Bor a T 562 2a 46 4 23 5 0 60 buckling curve a gt a a 0 21 Nor 3021 0 5 1 a 0 2 2 0 5 1 0 21 0 60 0 2 0 60 0 722 1 1 y s 89 1 b b2 42 0 722 0 722 0 602 XAfy 0 89 46 6 23 5 Ny ra 928 kN b Rd Yui 1 05 Neq 840 _ 090 lt 1 Npra 928 Page 28 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Example 5 Check the resistance of an 8m long column loaded with axial force Neg 3025 kN cross section is hot rolled HE360B steel is S235JR Buckling lengths are Lefty 0 7 800 560 cm Ley 0 5 800 400 cm Design checks using Steel Expert Proektsoft Steel Expert EC 2 0 2010 Steel Element Design To Eurocode 3 Project Example 6 2 Element Building Author Date Client Checked By Input Data Steel 5235 66 6 io t lt 40 fy 235 MPa fmo 1 05 fmi 1 05 fmo 1 25 Section Dimensions And Properties HE 360 B I SECTION 72 5 cm CI C m Buckling Lengths Lateral Torsional Buckling About axis y L eff y 260 0cm Load position Top flange About axis z Lie 400 0cm Load Type Uniformly dis
6. or bending Class is determined for each part of the section using Table 5 1 for the respective stress diagram In case of bending of non symmetrical sections equations for bending and compressive stress calculation are used Factor c t is determined assuming that neutral line passes through the center of area Sections class 1 and 2 are designed for plastic resistance and sections class 3 for elastic resistance Sections class 4 are not designed in the current version In these sections local buckling occurs before steel yielding The most conservative result from the classification of separate parts is relevant for the whole section If no compression is defined classification for compression is not taken into account If no bending moments are defined classification for bending is not taken into account respectively In case of bending with axial force this approach gives conservative results Take for instance a beam with IPE 400 section loaded with bending moment of 300 KN m and compression of 0 10 KN Web shall be classified as Class 1 for bending and Class 4 for compression But final class for the section is Class 4 due to the presence of compression In such cases when the effects of compressive force upon the final stresses is negligible it is better to assume exactly zero Results of section classification are provided in tabular form eompresion Bening Flanges Class 1 Page 8 of 35 2 Steel Expert EC v 2 5 2014
7. 0 4_ 180 ag hoa 81 3 7 iv tei 86 187 33 2 9 58 5 92 27 9 0 14 5 11 3 7 5 PJ D PJ 240 106 8 7 13 1 o a1 260 115 9 4 po 07 9 a0 9 20453 N 200 50 2 200 125 30 8 N 320 si lazo a31 145 37 pew sao les sao 197 22 TPN 360 76 1 360 14313 IPN 380 soot sen o s87 visa roo 92 4 0055 142 1450 170 16 2 24 3 16 219 7 36 7a un BJ FER iT m w r IZIT 1 6 1_ 225 6 5 e zs pJ ed pJ Ti sad co mn iD un I at gjg a ha oo Ld ili ie l r is e Sl in Ps bo i fo H H H LJ hd D o Hoe wd ta cae P iD J oo haf wy ha bs in H o z H oo tl PJ PJ io fe A E i BB H H oOo o o Oo La D PJ 75 co ES PI m co oO So Ti WJ TH on H nm S om bs diy 1N Ss iss S50 200 19 30 19 a13 PN 600 199 600 235 21 6 32 4 21 6 13 48 2276 shi se 557 185 17 8 a7 en soo 34 500185 18 27 e 108 ee ee ee ele ee ee o 21 6 4 02 3610 349 4240 592 544 2590 212 0 14 3 4 4 3 4630 434 5452 752 787 3614 254 0 14 81 9 10 7 954 17 9 432 154 18 2 0 14 119 2 56655 172 2 762 321 ssa ore ss foa 67 762 687 914 143 725 128 777 0 148 90 4 176 86 7 0 14 sono na a7e ses 20097 ae 21260 151 sa 221 a1 519107 oaa 3470 14 Page 50f 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User
8. 0 5 1 a 0 2 4 _ jA Tt EA l I A DN 2 A r 7 Ncr r A Factor a considers initial imperfections It is provided in Table 6 1 for the respective buckling curves depending on cross section type sutingcne o a oo imperfection factor 0 13 0 21 10 34 0 49 10 76 Verification is performed for the two principle axis with the respective section properties and effective lengths Effective length log in Steel Expert is defined as either L uy or Ly depending on user selection for Page 15 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual iW Z buckling about y axis For buckling about axis it can be L y or L respectively Ly and L are distances between lateral restraints In the current version of the program no check for torsional flexural buckling under uniform compression is performed Buckling curves are selected from Table 6 2 depending on section type and steel class Table 6 2 Selection of buckling curve for a cross section Cross section 40 mm lt t lt 100 t 100 mm Rolled sections tt 40 mm Welded sections I uo 3 cold formed generally except as below sections thick welds a gt 0 5t solid sections L sections Page 16 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Uniform members in
9. Design To Eurocode 3 Project Example 5 1 Element Building Author Date Client Checked By Input Data Steel S235 t lt 40 fy 235 MPa Ymo 1 05 ree L05 tuo 1 25 Section Dimensions And Properties IPE 300 I SECTION tja i o r r 5 a C C L W cm cm cm Buckling Lengths Lateral Torsional Buckling About axis y Lett 7 00cm Load position Top flange About axis z Lig 0 0cm Load Type Uniformly distributed LT buckling Lot 0 0cm Web stiffeners at 0 0cm z l re es eee PET TTT TT PEE OEE Eee z 4000 Internal Forces Mea kNm Meg KN Vi ea KN Page 21 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 MPOEKTCOOT User Manual Design Results Section Classification oo Compression Bending Flange Section Elastic Design To Eg 6 1 be 37 ie oie M p2 6 12 6 31 Sooo 1 Reduced values VI pq are calculated to eg 6 26 6 28 in case of shear combined with torsion Tej 2 Reduced values Nyy ggand M pg are calculated to eq 6 29 in case of axial load or bending combined with shear Veg 3 Reduced values Mew gg are calculated to eq 6 32 6 40 in case of bending combined with axial load Ney Manual checks Woiy fy 628 23 5 Moi y Rd Em 105 14055 kNcm 140 55 kNm MO x 7 A fy B 53 8 23 5 1204 EN PLRG ywo 105 Na 350 0 291 Nyra 1
10. Ed M p2 6 13 6 12 6 31 1 oos 004 os2 0o00 057 0 00 0 00 1 Reduced values V gt pq are calculated to eg 6 26 6 28 in case of shear combined with torsion Tew 2 Reduced values Ny pgand M gg are calculated to eg 6 29 in case of axial load or bending combined with shear Ved 3 Reduced values Mew pg are calculated to eg 6 32 6 40 in case of bending combined with axial load Neg Manual checks Avz fy 42 7 23 5 Vbl z Ra By J3 105 551 75 kN Vea 315kN 0 5Vpi Ra 275 8 kN MO 2 2 2V 2 315 p a 1 0 02 VoRa 551 75 X _ A pAvz 6 84 5 0 02 42 7 N pLV Rd Ymo y 105 5 Wty PShy 4 1307 1 0 02 0 86 37 32 4 Moving i a 25 29120 kNcm 291 2 kNm n oe ae 0 0513 a oe a ae 600 0 416 Np v ra 1872 A 84 5 1 n 1 0 0513 Myv yra Moivy ra EEN 291 2 348 8 kNm gt Mp v y ra 291 2 kNm v 1 0 5 0 416 Med 70 Bi Mayana 292 Page 24 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Example 3 Find the bearing capacity for the welded I section presented on the figure steel class 235 Design loads are M ta 405 kN m Veg 338 kN Design checks using Steel Expert Proektsoft Steel Expert EC 2 0 2010 Steel Element Design To Eurocode 3 Project Example 5 3 Element Building Author Date Client Checked By Input Data Steel S235
11. Manual Section dimensions and properties are displayed in tables Select a section with the mouse and click the m Load button Section dimensions are loaded into the program and area properties are re calculated Properties presented in the library tables are for information only and they are not used further Library sections can be additionally modified after loading For example you can enter a T section made by cutting a standard l section in two Select the l section from the library load it into the program change shape to T and height to half Holes openings in sections Holes in webs and flanges are entered by specifying diameter number and distance between holes The section drawing is updated with the specified holes Holes outside the section are colored in red Holes with spacing and edge distances smaller than the required ones are colored in yellow This alerts the user that distances are non compliant to code requirements for bolt connections but it does not stop further work because holes may have another purpose Holes are considered in section analysis They are not considered in element buckling checks Loading Select the number of load cases first Then enter axial force N bending moments M M shear forces V V and torsion T for each load case in the table All components will be considered as acting both separately and simultaneously for a given load case Positive axial force is tension and negative is compressi
12. equation is presented without the square root operation However the original form of the equation is used in the program in order to obtain realistic factor of safety FOS and safety margin for the section In this manual the original notations of equations according to EN 1993 1 1 are presented in brackets This equation is applied to different points of the cross section and stresses are calculated according to the principles of structural mechanics Page 11 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual d Cred Jy f a i Design checks for points with maximum values for normal shear and combined stresses are relevant Results are presented in tabular form Txy Ed Txz Ed Tmax Ed Oy eq 3T a2 fy V3ymo fy V3ymo fy V3ymo fy Ymo 6 19 6 19 Equations 6 19 and 6 42 may be considered as partial cases of 6 1 1 V3 0 58 Nea My ca Mz a Ox eaZ e y y Z Vera S y Txzea0 BOL 6 20 y Vy Ea Sy Z Txy ga EON 6 20 Z _ Tra TT Ed 7 W 2 2 Tred Ed Ty Ed T Txz Ed TMax Ed maX Tyy Ed Txz Ed TT Eda Tred Ea Ox ga max o1 0203 04 Normal stress Oz gq due to local transverse load is not considered in this version of the software Additional design checks should be performed in zones with local effects from significant transverse loads for instance under supports of secondary
13. 204 A 2bt B 53 8 2 15 1 07 0 403 a a 53 8 n 1 n 1 0 291 MN y Ra Mnpiy Rd gt a 1_ 05a 140 557 05 0403 124 8 kNm Mra 120 0 96 lt 1 Mura 124 8 Page 22 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Example 2 Verify bearing capacity of an IPE 400 section Steel is 235 with fy 23 5 kN cm2 ymo 1 05 Section is class 1 Design loads are Mycq 240 kNm Neg 96 KN Vea 315 kN Design checks using Steel Expert Proektsoft Steel Expert EC 2 0 2010 Steel Element Design To Eurocode 3 Project Example 5 2 Element Building Author Date Client Checked By Input Data Steel S235 i t lt 40 fy 235 MPa Ywo L05 Yw 105 yy 1 25 Section Dimensions And Properties 00 I SECTION el ae et ae W W Woy Woz cm cm m A i i n 23128 4 1317 8 1156 4 146 4 1307 1 229 0 ee SS SSS Buckling Lengths Lateral Torsional Buckling About axis y Loge y 0 0cm Load position Top flange About axis z Log 0 0cm Load Type Uniformly distributed LT buckling Laff 00CM Web stiffeners at 0 0cm Page 23 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Design Results Section Classification Compression Bending Section Elastic Design To Eg 6 1 2 21 2 e 21 2 J Fd Tmo Ae
14. 66 615 t lt 40 fy 275MPa yy 1 05 Yw 1 05 Fy 1 25 Section Dimensions And Properties 00 I SECTION Won rY Wal rZ cm cm Buckling Lengths Lateral Torsional Buckling About axis y Log y 7 260 0cm Load position Top flange About axis z Log 400 0cm Load Type Uniformly distributed LT buckling Lig 0 0cm Web stiffeners at 0 0cm z SS ee z Page 31 of 35 Steel Expert EC v 2 5 2014 SN Y Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Design Results Section Classification Compression Bending Web Flange Class 1 Element Design To Eq 6 62 according to EN1993 1 5 N Mur Ma ERS XyNex Y ua XLTMy Re YM Ms Rk YM N M Ed M a ep 662 Xe Neu n1 KLTMy Rk YM1 Mark Ymi Design checks are satisfied K 0 66 Manual checks L ae _ 400 m EA 1m 21000 212 m SS g 249 Ner a as a2 21271 kN lala 0 524 buckli 0 49 gt 31271 uckung curve c a E 0 2 A 0 5 1 0 49 0 524 0 2 0 524 0 717 1 1 X 0 829 lt 1 4 32 0 717 4 0 7172 0 5242 A 0 829 212 27 5 Weg BET 2 2 pean Ym1 1 05 Neq 3025 2 pobi Npra 4602 Page 32 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Example 7 Design an 1 9 m long diagonal lattice column bracing loaded with axial force 210 KN with s
15. 9 2 23 5 4191 1 038 KpuBa Ha n3K JYBaHeE b gt a 0 34 0 2 1 0382 1 181 0 573 lt 1 246 kN Page 34 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual All examples are developed using Manual for design of steel structures to Eurocode 3 2009 Prof Ph D Eng Ljubcho Venkov Assoc Prof Ph D Eng Borislav Belev Eng Chavdar Penelov A lot of additional sources have been used for verification including older manuals foreign books etc The book Design of steel members to Eurocode 3 2006 by Prof Nicola Draganov was very helpful as well providing a lot of examples Calculation Report Calculation report in html format is generated for each problem by selecting the Results button Report is viewed in Internet Explorer but other web programs may be also used Most text editors like e g MS Word can also open html files Report file is named name_of_ data _file html A directory named name_of_ data __file html_files is created with each file It should always be kept together with the html file otherwise pictures and formats will be lost Page 35 of 35
16. Meseria E EE E TE ans 3 Save a E aa EE 3 SVN e AG a P E assem eters san E A TT E E N E A N 3 Maer a E E E EAE TOE E 3 TOSS SEOS a EE E EEE E E EEE A OER 4 Holes openings in sections seessossss0ssssossssossosossosossosossossssossssossssosessossssossosossosossosossossssosessossssoseo 6 LOSION E E T EE E E 6 ENEC OVE lene HS oaa EEE O 6 Design to EN 1993 1 1 2005 scscssrsssrsresesisirsnescissoiosrscsnsuisirvenecisariorisivsasaori dnnkis rren esd sienio r icir deorii 8 Classification of cross sections sssesesesesesesesesesecececesececececececececececececececscecececesessssssesssesesesesesesese 8 Resistance of cross sections sssssesssesesesesecesecececesececececececececececscscscscscscsssessseseseseseseseseseseseoeoeseo 11 aee e p E E E A A E E E T 11 PR e CSC e EE AEE E 12 Buckling design of members cccsceccccscsceccccccsceccccecscsceccecscuceccececnceccececscssescecscscessecscsceseececscssess 15 Uniform members in COmpreSSiON oiisccssacerawssntnievexansaenyewestgrarares EEEN AEE EN ENS Ta 15 Uniform members ImM pDendiNE ssecerisnane a ER See eee 17 Members in combined bending with axial compression cccccsssecccesecccceescceeeeseceeseeceeeeeceeeeneeeeees 17 Local buckling resistance of beam WEDS cccccccssseccceseccccesececeeseceeeusececseeeceesensecessuaecesseeeeesenaeeetas 19 Examples to EN 1993 1 1 2005 sessssesessecessecessscesssoesssoesescecescecessecessecessecessececseoess
17. N MPOEKTCOOT Software Package Design Expert version 2 7 Structural Design and Detailing to Eurocode Steel Expert EC Design of steel elements according to EN 1993 1 1 2005 User manual L Steel Expert 2 73 fs eon Ex Da E a a Ji A La x e EB Eurocode 3 v New Open Save Section Loads Buckling Results Exit Help General Information Material Properties Paia Sed Building TS Modulus of elasticity E 210000 0 MPa Client Design strenght fv 235 0 MPa ai Tensile strength fu 360 0 MPa Checked by Strength reduction factors Section Shape And Dimensions LT IC 0O amp com ston h 240 0 b2 106 0 b 106 0 ri 87 tw 8 7 ct2 13 1 t 13 1 ro 5 2 vf Mo 1 05 7 M1 105 y M2 1 25 Section Properties A 46 198 cm cz 12 000 cm Cy 5 300 cm Iy 4249 464 cm4 Iz 218 389 cm4 Wy 354 122 cm3 Wz 41 205 cm3 h 240 Wply 412 098 cm3 Wplz 69 774 cm3 ry 9 591 cm 2 174 cm Avy 27 126 cm2 Avz 22 411 cm2 It 21 538 cm4 We 15 840 cm3 Holes Diam Count Distances Web 10 0 25 Hot rolled Flanges 10 0 25 All rights reserved 2014 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual TABLE OF CONTENTS PUDOUE th EO SAID caaccise seen cecncacan ene cacdaceeapicnecutoacausdarsanecesancansdeese EE E 3 DAE NUL iaei E E E EE E E 3 UN OS E E E E E E A E AE A E E E E E E T 3 NOW flecie E EEEN TE I E E 3 Opena
18. Properties A 46 198 cm Cz 12 000 cm 4245 _464 cm4 354 123 cm3 412 098 cm3 9 591 om E i 5 300 218 389 41 205 69 774 2 174 22 411 15 840 Count Distances 25 Hot rolled 25 St H tht lor fe hi hi uy uy uy H Hf Ha ii hg i i i HOT H oo ae 7 l 6 cme 538 cm4 H z ii d H Z Hy wy wy hy wy ey i z ct Cross sections Eight different shape types are available Sections can be standard hot rolled cold formed built up welded etc If you have a non standard cross section you should select the shape from the respective button L T I L E L O andenter the dimensions manually Notations for dimensions and axes for different shapes are as follows Area properties are calculated precisely including fillets There is no option for tapered flanges of non standard sections so they should be entered as parallel with average thickness In this case section properties are approximate Torsional properties are calculated by approximate formulas with precision of 1 2 Standard cross sections can be selected from the Steel Sections Library The library is opened by the Open a E button located next to shapes buttons Select section type according to the respective standard European British Russian or Bulgarian European L Hot rolled equal angles to EN 10056 1 L Hot rolled unequal angles to EN 10056 1 C Hot rolled normal channels to NF A 45 202 T H
19. beams or crane wheels If holes are specified they are always considered in the calculation of the effective section properties For unsymmetrical sections shear force Vy ka is distributed between bottom 1 and top 2 flange according to the equations I f1 y 1 y E ls If I f2 AES E y 2 y E ls Ir Plastic design Plastic design is performed for sections Class 1 and Class 2 Elastic design is also performed but the results are presented for information only They are not relevant for the final bearing capacity of the section Page 12 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Design checks for uniform tension N E4 lt 1 6 5 N ra Tension capacity of the section is determined according to the equation A fy 0 M Nypi Ra 6 6 In case of holes this check is performed using the effective section properties 0 9A or Nina OPAnet Su 6 7 YmM2 Design check for uniform compression N Ed lt 1 6 9 c Rd Compression capacity of the section is determined according to the equation A f y MO Nerd 6 10 Reduced bearing capacity for axial force Ny y ra is calculated instead of Np rq and Nera in case of design shear force Vga 0 5Vp ra and reduced yield strength is used for shear area instead of fy 1 p fy 6 29 where p ee 1 Vol Rad When torsion is present factor p is com
20. bending Mea lt 1 6 54 Mp ra Xt Wyf Mp ra 6 55 Ym Wy Wz for sections class 1 and 2 and W Wey for sections class 3 1 oT Orr Pir Ar Or 0 5 1 F arr Arr B 0 2 Afr lt 1 6 56 Wy fy Mer Air Mer 2F kx I kL GI Tt Elz jZ eee e C _ 1 kL k 1 EI The factor k depends on the support conditions against rotation at supports around vertical axis It have to be entered 0 5 for both ends fixed 0 7 for one fixed and one hinged and 1 0 for both ends hinged L is defined in Steel Expert as Lateral restraints spacing Lp Factors C41 Cp and C3 are provided in a tabular form depending on the type of transverse load shape of M diagram and the k factor Factor kw takes into account the possibility for rotation at member ends It is accepted to be equal to 1 0 conservatively Zg Za Zs is the height between loading point and shear center Loading point can be selected to be bottom flange favorable top flange unfavorable and neutral Z4 0 7 J 2 zdA J S 2i Factor Our accounts for initial imperfections It is defined in Table 6 3 for the respective lateral torsional buckling curves depending on the cross section type Members in combined bending with axial compression Members which are subjected to combined bending and axial compression should satisfy Nea My Ea Mz a k _ __ k
21. eld strength for calculation of shear area 2ra 1 p fy 6 29 where p 1 Vbl Ra If torsion moment is present the p factor is calculated with Vp T pq instead of Vpi Ra Shear force check Vea lt 1 6 17 c Rd Bearing capacity of the section for shear is determined by the following formulas Ayy f Vy ra Vpiy ra Bra 6 18 MO Ayz fy z Rd plz Rd V3 Ymo Shear area Av is calculated according to 6 2 6 3 When shear force and torsion moment are present the check is performed according to the following formulas Ved lt 1 6 25 VpLT Ra For section Page 14 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Tt Ed 1 e V 6 26 1 25 f v3 Ymo os i l VpLT Ra For U section Tt Ed Tw Ed 1 Mm V 6 27 125 f V3 Yus NB yug Pee OP VpLT Ra For hollow sections Tt Ed VLT Ra as Vora 6 28 P 1 25 f V3 Ymo Torsion check T ai 623 Tra Torsion capacity of the section is determined by the following formula Wi fy Tra a YMo Results from design checks are presented in tabular form Buckling design of members Uniform members in compression Compression members are designed for buckling as follows Nea lt 1 6 47 b Rd xXAfy Np ra YM 6 48 1 x lt 1 6 49 p 2 7
22. ingle L100x10 angle section to EN10056 1 steel S235JR Calculations using Steel Expert Proektsoft Steel Expert EC 2 0 2010 Steel Element Design To Eurocode 3 Project Example 6 4 Element Building Author Date Client Checked By Input Data Steel S235 66 6 id t lt 40 fy 235 MPa Tmo 1 05 Tui L05 Yeo L25 Section Dimensions And Properties L100x100x10 ANGLE F mm mi uan ly Cy i m cn cm Buckling Lengths Lateral Torsional Buckling About axis y Lett 190 0cm Load position Top flange About axis z Log 190 0cm Load Type End moments LT buckling Li 0 0cm Web stiffeners at 0 0cm Internal Forces Neg KN M gg kNm M gg KN Voeg KN V eq KN Teg kNm Page 33 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Design Results Section Classification Bending To Eq l according to EN1993 1 5 Ne M M 5 tkp E H 8 1 6 61 XyNe ua 7 XiTMyRe Yma Ma Rk YmM Nea MEd eg el 662 XeNeu oa YYurMyre YM1 j Mark Ymi Design checks are satisfied K 0 86 Manual checks leff 190 mt EA Tmin 1 95 cm La g T 3 44 Ne aial 0 2 A 0 5 1 0 34 1 038 1 1 XAfy 0 573 19 2 23 5 N b Rd Yui 1 05 Nea 210 _ 085 lt 1 Npra 246 o o2 22 1 181 4 1 1812 1 0382 m 21000 19 2 a7 gat 419 EN 2 1
23. lection dialog appears Select or write down file path and name and click Save Open a file Click the E gt Open button A standard file selection dialog appears Select or write down file path and name and click Open Save a file Click the Save button A standard file selection dialog appears Select or write down file name If file already exists you can overwrite it or select a different name Input data Materials Select steel grade from the Steel combo box The program automatically fills in the respective strength properties fyk and fuk You can also input custom values for fy and fu for steel grades that are not included in the library Partial safety factors are also required Default values are ymo 1 05 ym1 1 05 ymz 1 25 Page 3 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual T Steel Expert 2 7 3 co Eee i ra T ae I ch x BS Eurocode 3 hi oe New Open Save Section Loads Buckling Results Exit Help General Information Material Properties Project Building aT Modulus of elasticity E 210000 0 MFa Client iraailama Tensile strength fu 360 0 MPa Checked by l Strength reduction factors 1 05 Steel 5235 t lt 40 ka Design strenght fv 235 0 MPa Section Shape And Dimensions Tno LIICE OOO cset n 240 0 bz 106 0 b 106 0 ri 8 7 cw 8 7 ttz 13 1 tE 13 1 ro 5 2 Yyn 0 m 14 Section
24. on IL Steel Expert 2 7 3 D H lin a XxX MEnak3 Mew Open Save Section Loads Buckling Results Exit Help Section Loads Number of load cases 1 Loads Directions No A kN My kNm Mz kNm Vz kKN W kN T kNm Notations and positive directions of section intemal forces are shown bellow You should select the relevant section within the element Effective lengths Effective lengths are required for buckling analysis of steel elements Buckling factors for both main planes 4 and 4 shall be entered and the program calculates the respective effective lengths Lefy and Ler You can also input spacing between lateral restraints Recommendations for buckling factor values for different types of structural elements are given in the design codes Page 6 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual TE Steel Expert 2 7 3 Dw mw I k amp x New Open Save Section Loads Buckling Results Exit Help Buckling Data Total element length Buckling length factor 0 E Buckling length factor C Lateral restraints spacing Ly C Lateral restraints spacing Lz Shear load type Load iti Bending diagram factors i P End moments a Top flange M ly 0 0 May 1 0 May a 0 0 Uniformly distributed SS Miz 0 0 M2z 10 M3z 0 0 Neutra i Concentr at center 3 Element side view in x z plane and My beinding Concentr at quarte
25. ot rolled l sections IPE to EN 89 Page 4 of 35 amp Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOOT User Manual Hot rolled wide flange I sections HE to EN 53 62 Hot rolled circular hollow sections CHS to EN 10210 2 Hot rolled square hollow sections SHS to EN 10210 2 Hot rolled rectangular hollow sections RHS to EN 10210 2 Cold formed square hollow sections SHS to EN 10219 2 Cold formed rectangular hollow sections RHS to EN 10219 2 British Hot rolled channels with taper flanges RSC to BS4 OO000H Hot rolled channels with parallel flanges PFC to BS4 Hot rolled joists with taper flanges RSJ to BS4 Hot rolled universal beams UB to BS4 Hot rolled universal columns UC to BS4 Russian L Hot rolled unequal angles to GOST 8510 72 I Hot rolled l sections with parallel flanges to GOST 2620 83 I Hot rolled wide flange I sections to GOST 2620 83 I Hot rolled l columns to GOST 2620 83 Bulgarian Hot rolled equal angles to BDS 2612 73 Hot rolled channels with tapered flanges to BDS 6176 75 Hot rolled channels with parallel flanges to BDS 6176 75 I Hot rolled I sections to BDS 5951 75 TPN 100 6 36 fonlo Jas Jes as 27 752 lava 122 Jaoil1o7lsaz lass 30 6 re INHD tia im 58 5177 53 31 Soa ozs ais asi 123587 di 696 124 27i 069 i42 ot JPN 360 17 9 160 74 6 PN 200 26 2 200 90 17 5 11 3 ie fae eee ee 117 14 8 136 24 9 6 57 3 14 22 8 0 14 105 33 4
26. puted with V 7 ra instead of Vy ra Bending check M Ff lt 1 6 12 Mera Bending capacity of the section is determined according to the equations W Wory Sy 6 13 Ymo z fy W L Mora Mizra E 6 13 0 Myra Mpiyra When bending moment and axial force are present design check is performed according to equation Mera lt 1 6 31 N Rd Bearing capacity of the section for bending with axial force is determined according to the equations For rectangular section pl Rd N 2 Ed My Rd Mpira 1 gt k 6 32 For section 1 n My y ra My y ra Iosa 6 36 Forn lt a My z Ra Mp z ra 6 37 aye Forn gt a My zra Myizra f 6 38 Page 13 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual For hollow sections My yra Myiy ra FAO 6 39 M M 6 40 N z Ra pl z Rd 1 _ 0 5a A 2bt ay L A A 2bty Af A Design check for biaxial bending Myra Meza i zn ee lt 1 6 41 My ra Mz Ra For I sections amp 2 p 5n21 For circular hollow sections amp 2 p 2 For rectangular hollow sections a B 1 66 1 1 13n For biaxial bending with axial force My rq and Mz pq are replaced in equation 6 41 by My y pq and My z ra respectively When Veg exceeds 50 of Vp rg the design resistance for combined bending with axial force should be calculated using reduced yi
27. rs Bottom flange diagram are shown bellow Mz diagram is obtained z respectively HAARA SIM ba E Eurocode 3 Lateral torsional buckling Lateral restraints spacing Lb 40 m LT buckling factor Local buckling Beam ribs spacing O Allow web local buckling a cS ESA NPOEKTCOM 0 0 0 0 The button opens the Buckling calculator window where ucan be calculated depending on the selected support conditions You can have pinned fixed or spring restraint as well as restraint provided by beams in frames Effective length for lateral torsional buckling is defined as the distance between lateral restraints of compressed flange Load positions top flange neutral or bottom flange and load patterns end moments distributed or concentrated are also required as well as the shapes of bending moment diagram Local buckling of beam webs is also checked Stiffening ribs can be defined and rib spacing a can be entered Steel Expert Buckling Lengths Ak oi amp T Fixed Pinned Spring Frame r 5 Unbraced Ic 2341 0 cma Braced u 1 00 Le 400 0 cm E 71000 kN cm Fixed Pinned Spring Frame Page 7 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Design to EN 1993 1 1 2005 Classification of cross sections Section class is determined based on the assumption that section is loaded either with uniform compression
28. s according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual About the program Steel expert is a software for design of steel elements according to Eurocode 3 EN 1993 1 1 2005 Calculations include elastic and plastic section design local buckling and element buckling for combined axial force tension or compression bending moments in two directions shear forces and torsion Eight different types of sections are available L I L O T DO The program includes a library of standard steel sections Option for holes in webs and flanges is available as well Results are presented in professional looking HTML format report for viewing and printing Data input Program data is divided into several pages I Materials and Sections Data p Buckling Data A Loading Data A Design Results Click the respective button to switch between pages The A Results button starts calculations and generates an html report which is displayed on the screen Input values are entered in the respective tables or text fields on each page You can move to the next field either by mouse click or using the Tab key You can go back to the previous field with Shift Tab keys combination Files Steel Expert has its own file format and the data for each problem can be saved to a file on the disk Input files have stl extension while design results are stored in stl html files New file Click the LJ New button to save current data to a new file A standard file se
29. ss 3 class 4 class 1 class 2 k from Table B 1 k from Table B 1 0 Osh Ne __ 0M Nz mit 954 25 XoNe Yan O Car 0 25 X2N g Yea 0 05 Neg gt ESOP ee 25 XN a Tt 0 25 x Ne Yn for Az lt 04 1 N E T a E l C miT 0 25 X N gr en k from Table B 1 k from Table B 1 Page 18 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual For members not susceptible to torsional deformations flexural form of buckling will occur For those susceptible to torsional deformations torsional flexural buckling will occur Members not susceptible to torsional deformations are assumed to be those with y r 1 Equivalent uniform moment factors Cmy Cmz and Cmr are defined in Table B3 depending on the diagram type between points of lateral restraints Points braced in direction Steel Expert Notations Table B3 Equivalent uniform moment factors Cry Cmz and Crit Cy Cmz and Cmit under loading Distributed Concentrated sys 0 6 0 4 y gt 0 4 0 1 0 8 as 0 4 0 805 0 4 l lt a lt 0 Moment Diagram 1sy lt 0 o10 w 0 8 as 0 4 0 2 w 0 8 as 0 4 0 95 0 05 ah 0 90 0 10 ap l lt ap lt 0 Oy M M 0 95 0 05 an 1 2y 0 90 0 10 apn 1 2y My WMh Local buckling resistance of beam webs For and C sections the design check is performed according to EN 1993 1 5 using the following formula
30. ssesesoeseeses 21 EE a N E EA E A 21 Design checks using Steel EXPE Treci a E E 21 Manuale heCK ecops cece n E oa veccinat pw deips noe wane eg one eouauaewtanceseees 22 EIU 2 pine cicaicca ana sites sieacense E A 23 Design checks using Steel Expert ccdetcccctesaccdecdunanecewsamediudedenatucaweasaccade bunts coastincddavartuanmesetdeoatonenniexteabaraee 23 Mamaa AS CIS a E E E E 24 EKDE Deran E E E EEO E E 25 Design checks using Steel Expert ccccccseccccssecccesececceseccceesececeeeceesenecesseneceesseecessuaecessegeceeteneeenas 25 Montar CINE CKS ne E E EA ETNE R 26 Exa E eoa E E E E EE E 27 Design checks using Steel Expert oo cscrsacecssncnnesscusadeceinsduassdesatavevedasanacwadiasedesgeacaswsniedesalssueedusetedomanoeniiwoss 27 Morua CIRC K Si jars araceests eene EE E E E E E 28 Example Sroa E EE E E E 29 Design checks using Steel Expert esssssesssussrsrsssrrresrreresrrressreressrressreresrreessrereserresseereserersseereserereseerene 29 Mon arC R aE EEEE EE E A EAEE AEEA E 30 Expe Oana EEE E E EEEE 31 Design checks using Steel EXPETt Ue ere enn eee ee ee eee 31 MINU Brel NECKS ora ve eee eee 32 ENVIS E EEA saree ee auy A A syns accu sieves sue ine A A O AE E E A A E E 33 G2 ol Uefa gismU INe SEEL EXPT poria E ES 33 Mna ENER arra E EA E EE ee 34 Calc lation REpOrt ssssiscsissriositvordscscsossedsrosnasensn cass enoni u nnn nT E nTn iE i aria asiriad 35 Page 2 of 35 2 Steel Expert EC v 2 5 2014 Design of steel element
31. tributed LT buckling Lig 0 0cm Web stiffeners at 0 0cm Z a ree Z Internal Forces Page 29 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Design Results Section Classification Bending To Eq 6 62 according to ENi993 1 5 N Ed 4 M yEd MEd Er mm t Ee 1 6 61 XyNrk Ymi 7 XuTMyRk YM Ma nk YMa een Nea MEd MEd ke 4 k _ 1 6 62 XeNex u XiTM ex Ym ag MaRi en l Design checks are satisfied K 0 93 Manual checks a 2 400 5333 N m EA Oon 21000 180 6 Sei 7 7 Too ez 53 332 ee A E z7 12b kli gt qa 0 49 N 13161 uckling curve c a 0 5 1 a A 0 2 A 0 5 1 0 49 0 568 0 2 0 5687 0 753 1 me SS y 42 A2 0 753 0 7532 0 5682 XAfy 0 802 180 6 23 5 N ra 3240 kN b Rd Vig 1 05 Neq 3025 0 93 lt 1 Ny ra 3240 Page 30 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Example 6 Find the bearing capacity of the column from Example 5 in case it is made from the given built up section and steel S275 Design checks using Steel Expert Proektsoft Steel Expert EC 2 0 2010 Steel Element Design To Eurocode 3 Project Example 6 3 Element Building Author Date Client Checked By Input Data Steel S275
32. yivyra 452 Page 26 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Example 4 Design an axially loaded column with 6m length loaded with force Neg 840 KN Cross section is hot rolled circular hollow section with D 219 mm and t 7 mm steel S235JR The column is fixed at bottom and hinged at top Ler 0 7 600 420 cm Design checks using Steel Expert Proektsoft Steel Expert EC 2 0 2010 Steel Element Design To Eurocode 3 Project Example 6 1 Element Building Author Date Client Checked By Input Data Steel 5235 6 2 i8 t lt 40 fy 235MPa y 1 05 Yw 1 05 5 1 25 Section Dimensions And Properties 219x7 CIRCULAR TUBE d t mm mm Buckling Lengths Lateral Torsional Buckling About axis y L aff y 420 0cm Load position Top flange About axis z Log 420 0cm Load Type Uniformly distributed LT buckling Li 600 0cm Web stiffeners at 0 0cm Page 27 of 35 2 Steel Expert EC v 2 5 2014 Design of steel elements according to EN 1993 1 1 2005 NPOEKTCOQOT User Manual Design Results Section Classification Compression Bending Ny REILE S RAR 2 60 0 60 0 00 0 00 0 80 0 89 o0 120 1 29 0 88 0 77 146 To Eq 6 61 according to EN1993 1 5 Nga My Ea MEd k _ k 1 6 61 XyNex M2 9 XtrMyru Y Ma 0 Mark Yua ed Ned i My Ed l Mz Ea

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