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User`s Manual - RUNET structural engineering software

1. If you select a light profile L for the bracing system then it may result in many braced frames along the building than if you select a heavier profile Copyright RUNET Software www runet software com 42 Steel Portal Frame EC3 RUNET software 16 13 Foundation The horizontal reaction acting outwards is resisted in two ways 1 Passive earth pressure on the side of the foundation In this case the earth filling and compacting on the side of the foundation must be performed carefully so that the passive earth pressure is not reduced 2 A tie cast into the floor slab connected to the base of the columns This should be considered more safe method to resist the horizontal forces at the base of the columns The fundament is designed according to Eurocode 7 EN1997 1 1 2004 Eurocode 7 Geotechnical design for stability in vertical download forces as well as uplift forces due to wind or seismic load The reinforced concrete design is according to EN1992 1 1 2004 Eurocode 2 Reinforced concrete 16 13 1 Design of footing According to Eurocode 7 6 5 2 The bearing resistance of the footing Rd must be greater than the design load Vd Rd gt Vd The bearing resistance Rd quxA yq where qu is bearing capacity of soil and the A is the effective design area of footing as defined in Annex D of Eurocode 7 The partial factor for soil properties yq is used for
2. The three characteristic load arrangements of EN1991 3 2003 85 3 3 are considered in the load cases If the frame is flat a 0 one load arrangement is considered s 0 80 Ce Ct Sx The characteristic snow load on the ground s can be defined directly by selecting the snow region snow zone and the altitude according to EN1991 3 20 Annex C The snow load arrangements according to Eurocode 1 3 are Flat roofs Load case I Pitched roofs Load cases I II III If the roof slop is low only snow load arrangement I is necessary The limit slope for this is angle a 2 You can L a set this angle to a bigger value at Parameters Design parameters parameters for Portal frames meg 16 1 4 Wind load of EN1991 4 2005 pressure q z Wind pressure on surfaces wezq z Cpe kN m The wind pressure coefficients Cpe are computed from EN1991 4 2005 Tab 74a for roof surfaces and EN1991 4 2005 Tab 7 1 for the vertical wall surfaces The wind peak velocity pressure q z can be defined directly from the wind velocity the terrain roughness and the oreography According to EN1991 4 2005 84 5 and Annex A The wind pressure or underpressure on roof and wall surface are computed according to Eurocode 1 4 For roof slopes a 28 one load arrangement is considered For higher slope values two wind load cases are considered according to the pressure coefficients of Table 7 4a of Eurocode 1 4 The specified internal pressure is alway
3. Steel Portal Frame EC3 Design of Steel portal frame structures according to Eurocode 3 Elastic analysis with allowance for second order effects Gravity loads snow loads wind loads and imposed loads are considered Analysis for seismic loads using lateral force method and modal superposition spectrum analysis Verification of the members in ULS strength and stability deflection check SLS all the load combinations Detailed design of bolted connection purlin system lateral bracing system and concrete foundation Parameters according to National Annex of Eurocode USER s Manual ws Copyright RUNET software 9 www runet software com Steel Portal Frame EC3 RUNET software Contents 1 Design Steel portal frame structures according to Eurocode 3 cccccece eee eee eee eae eae eae ees 4 2 Concept deslgh scit esee ener a EE whbietiiae Wa Munda e ERRAT MENS UNIT RE REN ena 5 3 Program features irena na o E E pe tAD eR MPa dae aw SEPARARE D EAT VELA NR hacen 6 4 Eurocodes used in SteelPortalFrameEC3 ccc eccce ccc ee eee enne nennen nns 6 SEMI UI TIoRETel E c 8 5 1 Main window fields si siccissddacdcies chier a Eripe EE dain EN RR a ERR MEE ei nita ER pe iU E 8 5 2 Structure data and load data cece EEE Ene 8 6 10 steps How to work with the program ceceeeee eee ee ee eee eee mmm nemen 9 VE JI EE 10 9 Parameters cities eee cipere eva tro aera dia ko OY YR vee DI REIR E
4. 6 2 4 N BT EN 1993 1 1 6 9 N ra A N ra Aly for class 1 2 3 cross sections EN 1993 1 1 6 10 Ymo Copyright RUNET Software www runet software com 34 Steel Portal Frame EC3 RUNET software As N ra Ag JY for class 4 cross sections EN 1993 1 1 6 11 A area of cross section A effective area of cross section fy yield strength of steel Ymo Partial factors for material In case the design value of shear is V gt 0 50V the reduced yield strength is used 2 1 p fy where p guess EN 1993 1 1 6 29 pl Rd 16 10 3 Bending moment EN 1993 1 1 2005 6 2 5 M lt EN 1993 1 1 6 12 M pa Design resistance of cross section for bending about the principal y y or secondary z z axis W y fy M ra M Ra for class 1 2 cross sections EN 1993 1 1 6 13 f i MO M E M _ W 7 ard ZM uu for class 1 2 cross sections MO Wa y g fy M ra M ayra for class 3 cross sections EN 1993 1 1 6 14 f Ymo W zo M ra M ra for class 3 cross sections MO Wai y fy M ra M oy ra for class 4 cross sections EN 1993 1 1 6 15 f Ymo Wir SY M ra M opri for class 4 cross sections Ymo Wis nus plastic section modulus about principal and secondary axis Wary W elastic section modulus about principal and secondary axis Ws Ws effective section modulus about principal and secondary axis fy yield strength of steel Ymo
5. Bh 0 700 m Q 15 Soil properties z By qu 0 250 N mm y 18 00 SkN m e 30 000 Gm Foundament depth hf 2 700 m Resistance to horizontal force C Steel tie at column base Passive earth pressure The dimensions of the fundament Bx width lengthwise By width in transverse direction Bh the height of the fundament and the size of the reinforcing bars of the fundament The program may change the il C footing dimensions chosen by the user to fulfil the design criteria for h l the foundation design If you don t want a footing dimension to be ah changed then check the box next to the dimension B e Soil properties soil bearing capacity qu N mm soil unit weight y KN m and soil angle of internal friction can be selected by click amp i e Foundation depth hf is the depth of the bottom of the fundament This depth is used for the computation of the passive earth resistance The high horizontal forces acting at the base are acting outwards as a result of bending in the columns due to vertical loading on the roof This is resisted in two ways e Steel tie at column base A tie cast into the floor slab connected to the base of the columns This should be considered more safe method to resist the horizontal forces at the base of the columns e Passive earth pressure on the side of the foundation In this case the earth filling and compacting on the side of the foundation must be performed carefully so t
6. matrices and better not to be checked marked CAD structural drawing CAD Drawing of structure and CAD Drawing of details are drawing in scale at the end of the report Visible layers in drawing as in CAD if checked the visible layers in the drawings in the end of the report are the same as the ones checked in the CAD drawing otherwise all the layers are visible Table of Contents If checked a full table of contents is included in the end of the report The last five 5 options Design of Purlins Design of connections Seismic design Design of concrete footing Design of lateral bracing system are design parts which you can choose to be included or not This is only to include or not include these design parts in the Report contents v Structure Drawing Vi Loads Gk k Sk wk drawings Snow Load in Detail Wind load in Detail Load Combinations Details Load Combinations Summary Finite element analysis Details W Finite element model drawing Results of elastic analysis v M V N diagrams drawings v Mode shapes drawinds W Seismic analysis lateral force method W Lateral force method M V N diagrams drawings vi Seismic analysis modal spectrum analysis Spectrum analysis MVN diagrams drawings CAD Structural Drawings v CAD Drawing of structure v CAD Drawings of Details W Visible layers in Drawings as in CAD Table of contents Design of Purlins Design of connections Full rep
7. 2009 Eurocode 3 Design of steel structures Part 1 2 General rules Structural fire design EN 1993 1 3 2006 AC 2009 Eurocode 3 Design of steel structures Part 1 3 General rules Supplementary rules for cold formed members and sheeting EN 1993 1 4 2006 Eurocode 3 Design of steel structures Part 1 4 General rules Supplementary rules for stainless steels EN 1993 1 5 2006 AC 2009 Eurocode 3 Design of steel structures Part 1 5 Plated structural elements EN 1993 1 6 2007 AC 2009 Eurocode 3 Design of steel structures Part 1 6 Strength and Stability of Shell Structures EN 1993 1 7 2007 AC 2009 Eurocode 3 Design of steel structures Part 1 7 Plated structures subject to out of plane loading EN 1993 1 8 2005 AC 2009 Eurocode 3 Design of steel structures Part 1 8 Design of joints EN 1993 1 9 2005 AC 2009 Eurocode 3 Design of steel structures Part 1 9 Fatigue EN 1993 1 10 2005 AC 2009 Eurocode 3 Design of steel structures Part 1 10 Material toughness and through thickness properties Copyright RUNET Software www runet software com 44 Steel Portal Frame EC3 RUNET software EN 1993 1 11 2006 AC 2009 Eurocode 3 Design of steel structures Part 1 11 Design of structures with tension components EN 1993 1 12 2007 AC 2009 Eurocode 3 Design of steel structures Part 1 12 Additional rules for the extension of EN 1993 up to steel grades S 700 3K OK OK EN 1997 1 2004 AC 2009 Eurocode
8. 50000 50000 20000 250 14 00 s wes Bm aso 320 2m A 840 Qs 15 E 8500 s0000 50000 200 00 750 1400 cete 4000 5000 am 25 aco 320 04s 5 15 5 D5004 500 00 50000 20000 250 14 00 Oss sn LT 190 2m Am 580 045 16 5 Be 90000 8900 00 20000 500 1400 cox so on aw 29 52 Y 06 y L 3 ae so wm a i9 so wo os w 35 bese 45000 46000 20000 150 14 00 cee no so aw 32 49 wo os 3 w 3 seva 67000 80000 200 00 750 1400 aos oo so Am 14 6 1040 oe y 16 3 cannes EI ws 50 1 6 1040 tas y LI s bc characteristic yeeld strength kc tensile engh Es modulus of eltichy ek maximum strain L eel bar length A 12820 apa he Qusiciabd nasapak d Tix nen E Ve OS sram toriko engh Hot 95 mammam tonske engh ioti fensa imale veengih tech shear sbengih Ec sodan of tache Shea modu w unt o Anchotages SOK Bloked Pu Hep FE Jo ual Ari tne 1 a zz M Soil properties ES vi v q qu LJ Ke Sot tee pen patent ue ome emeret men paraj id mm Large gavel 1600 2000 so noo on as ww on 200000 Mean gavel 1600 mo on om 630 oo 7000 on 140600 Thin gavel 1600 20 so 000 o oo eu 015 100000 Dense sand wes aw 20 om 02 o 500 on 100 Sand 1500 1200 30 000 as an ao 020 90000 Leone sand 0 1800 an 00 on 02 150 on 00 Clay uo 2o u oo 015 015 s on o000 Ow mon 2100 23m no 015 015 500 on 50000 y dry unit weight y saturated unit weight p angle of internal friction c cohesion qu allowable bearing pressure q bearing capacity
9. DREREIESU NUI ENTRE RIPE RUrRN TE P TRA EE 10 98 1 National Annex eiseee knee caer ee oA ea wnaghane a ba ex dUaER a a MANU eck Ge ere ER DR E 10 8 2 MateklialS zu tescxe edes ea nce Sieve a hewn cats an DARIN PUM enu CET I e EO 10 8 3 Design Parameters c Ies ooeoriid a Ee a sure ri deceri idus Da iE Daria du NUN EU DiDMs 11 8 3 1 NAD parameters sic ihai eia ER ri e ER EE ENE PEENE ENSE EN E ERR EOR E RAE RNE UR KK nta dE 11 8 3 2 Parameters for Portal frames i icictiicicicsrscrenettsaschonsensssstadeanaiecabansnanaeeasiansbaedaaaseapeesen 12 8 4 Snow load on the ground cssssssssssssssssesese menm memee emen ennemis 13 8 5 Basic WING velocity i asesxe sce pe ead odie en ur pume E tina ees a E leon e rin en DD nC n a 13 9 6 SeismiC ZONE ranis ssesise isses ie snas veg lir e ERERR KE ER Rain R ERRAT R IRR ainda FOU ERAT EI EE HERE PS 13 MEE po EN 14 EMEN icu EUER 14 10 CORMMPULALLOMS a isistiiecet c 14 11 REPOM iiinis nna onn anaE raana A A EE E Eanna DEENA 14 11 1 Report MENU sers aeei de antanetnn aaa EE E ORDRE RE OF AE ERS 16 11 2 RepOrtiSetup dan sae E EE EEA AE T EE EEE EOE LU S AEEA 16 12 CAD DraWiNgS issira iiien cm 17 13 Input Data 2 sirinin rmm inna ci 4 Ii FRA Ra Ra ug AX Rai dewaneteaesaasdiessengec ienevees 18 13 1 Mere M 18 13 2 Steel grades included in the program ccccceeeeeee ee eee eset neta eee ee eases nennen 18 13 3 CKOSS
10. Design codes Eurocode 1 3 Snow loads Eurocode 1 4 Wind actions EN1993 1 EN1993 1 EN1893 1 2005 Eurocode 3 1 8 Design of Joints 2004 Eurocode 2 Reinforced concrete 2004 Eurocode 7 Geotechnical design 0 Page 1 of 76 92 In order to select a range of pages to be printed click EN1990 2002 Eurocode 0 Basis of Structural Design 2 Eurocode 1 1 Actions on structures Eurocode 3 1 1 Design of Steel structures 2005 Eurocode 3 1 3 Cold formed members 2006 Eurocode 3 1 5 Plated structural elements 2008 Design of fastenings in concrete General 2008 Design of fastenings Headed Fasteners The appearance top or bottom logo font margins etc is adjusted from Compute Report Report setup It is advisable to don t change the font used in the report The font already selected is courier new and it supports certain characters Greek mathematical symbols and it is fixed pitch font so the various formulas and tables are lined correctly The contents of the report are adjusted with You can select the drawings and the chapters that are included in the report By checking full medium or short report you can fast select report configurations Options Structure drawing is the first wired diagram of the structure with the basic shape and dimensions Finite element analysis details gives detailed description and output of the finite element model and
11. EN1998 1 1 j Snow load on the ground EN1991 1 3 4 Ske 0 772 ktm v Alpine Region z 1 A 300m Sk 2 50kN n Wind pressure on vertical surface EN1991 1 484 qwk 0 311 kN m ray Eurocode EN Ub o 30 00m s Wind internal pressure EN1991 1 4 87 2 8 wi Cpiqwke 0 400 kN m Load of roof covering EN1991 1 1 gk1 0 230 kn m Load of ceiling under the roof gk2 0 000 S kN m 13 5 1 Permanent loads e Load of roof covering kN m It includes the weight of the sheeting purlins and insulation materials e Load of ceiling under the roof kN m e self weight of frame elements calculated by the program from the element cross sections with Unit mass p 7850 Kg m3 13 5 2 Variable loads e Imposed load according to EN1990 1 1 Tab 6 1 calculated by the program according to the selected National Annex e Snow load according to Eurocode 1 3 2004 Altitude above sea level 2000 m The characteristic snow load on the ground sk is specified in kN m2 Click fx and a special dialog window appear In this window you set the snow zone and the height above the sea level The characteristic snow load on the on ground is computed according to s os Eurocode 1 3 2004 and the National 5 Sree ast bean Annex The snow region can be selected from Parameters snow load on the ground The snow load on the roof is computed according to Eurocode 1 3 2003 e Wind load according to Eur
12. Es modulus of elasticity ie Poiston ratio Ke modulus of subgrade reaction I y or Bian Brn Heo Copyright RUNET Software www runet software com 10 Steel Portal Frame EC3 8 3 Design Parameters RUNET software The National Annex parameters are set according to the National Annex you select You may although want to change some of them or specify some design considerations not mentioned in the national Annex 8 3 1 NAD parameters Action coefficients for Ultimate limit states EQU and STR According to Eurocode 0 Table A1 2A and Table A1 2B Click Reset to reset to National Annex values Load Combination coefficients according to EurocodeO Table A1 1 Click Reset to reset to National Annex values Material factors for Steel according to Eurocode 3 86 1 Material factors for Reinforced concrete according to Eurocode 2 82 4 2 4 used for the reinforced concrete in the foundation Material factors for Soil according to Eurocode 7 Annex A Used for the foundation design Eurocode 3 design parameters Lateral torsional buckling computations base on Eurocode 3 Eq 6 56 and Tables T 6 3 and T 6 4 most common Lateral torsional buckling computations base on Eurocode 3 Eq 6 57 and Table T 6 5 Method for Bending and compression Method 1 Annex A or method 2 Annex B most common Copyright RUNET Software 9 National Annex parameters c coefficients Load combination factors Mater
13. L C 201 1 35Gk 1 50Qk Eq 6 10 L C 202 1 35Gk 1 50Qs1 Eq 6 10 L C 203 1 35Gk 1 50Qs2 Eq 6 10 L C 204 1 35Gk 1 50Qs3 Eq 6 10 L C 205 1 35Gk 1 50Qw1 Eq 6 10 L C 206 1 35Gk 1 50Qw2 Eq 6 10 L C 211 1 35Gk 1 50Qs1 0 60x1 50Qw1 1 35xGk 1 50Qs1 0 90Qw1 Eq 6 10 L C 212 1 35Gk 1 50Qs1 0 60x1 50Qw2 1 35xGk 1 50Qs1 0 90Qw2 Eq 6 10 L C 213 1 35Gk 1 50Qs2 0 60x1 50Qw1 1 35xGk 1 50Qs2 0 90Qw1 Eq 6 10 L C 214 1 35Gk 1 50Qs2 0 60x1 50Qw2 1 35xGk 1 50Qs2 0 90Qw2 Eq 6 10 L C 215 1 35Gk 1 50Qs3 0 60x1 50Qw1 1 35xGk 1 50Qs3 0 90Qw1 Eq 6 10 L C 216 1 35Gk 1 50Qs3 0 60x1 50Qw2 1 35xGk 1 50Qs3 0 90Qw2 Eq 6 10 L C 217 1 35Gk 1 50Qw1 0 50x1 50Qs1 1 35xGk 1 50Qw1 0 75Qs1_ Eq 6 10 L C 218 1 35Gk 1 50Qw1 0 50x1 50Qs2 1 35xGk 1 50QW1 0 75Qs2 Eq 6 10 L C 219 1 35Gk 1 50Qw1 0 50x1 50Qs3 1 35xGk 1 50Qw1 0 75Qs3 Eq 6 10 Copyright RUNET Software www runet software com 28 Steel Portal Frame EC3 RUNET software L C 220 1 35Gk 1 50Qw2 0 50x1 50Qs1 1 35xGk 1 50Qw2 0 75Qs1 Eq 6 10 L C 221 1 35Gk 1 50Qw2 0 50x1 50Qs2 1 35xGk 1 50Qw2 0 75Qs2 Eq 6 10 L C 222 1 35Gk 1 50Qw2 0 50x1 50Qs3 1 35xGk 1 50Qw2 0 75Qs3 Eq 6 10 L C 231 1 35Gk 1 50x0 50Qs1 1 50x0 60Qw1 1 35xG 0 75Qs1 0 90Qw1 Eq 6 10a L C 232 1 35Gk 1 50x0 50Qs1 1 50x0 60Qw2 1 35xG 0 75Qs1 0 90Qw2 Eq 6 10a L C 233 1 35Gk 1 50x0 50Qs2 1 50x0 60Qw1 1 35xG 0 75Qs2 0 90Qw1 Eq 6 10a L C 234 1 35Gk 1 50x0 50Qs
14. Limit for Horizontal deflection SLS serviceability limit state EC3 87 2 2 The limit value can be st in menu Parameters design parameters e verification of cross section resistance Ned Nrd Ved Vrd Med lt Mrd are not satisfied EC3 86 2 4 86 2 5 86 2 6 and combined Ned Ved Med EC3 86 2 9 86 2 10 If not satisfy you must change sections for column or rafter verification of Buckling check compression Nc ed Nb rd EC3 86 3 1 e verification of Bucking check bending My ed Mr rd EC3 86 3 2 e verification of Lateral torsional buckling equations 6 61 and 6 62 EC3 86 3 2 if the buckling checks are not satisfied you must select stiffer cross sections for column or rafter or you must reduce the spacing of lateral restraints Copyright RUNET Software 9 WWW runet sofbWare com 26 Steel Portal Frame EC3 RUNET software 16 Short theoretical overview 16 1 Design Loads EN1991 2005 16 1 1 Permanent loads EN1991 1 2005 Weight of the roof system sheeting purlins insulation Weight of the ceiling structure if any Self weight of the portal frame elements calculated by the program 16 1 2 Imposed loads EN1991 1 2005 A distributed imposed load qk according to Eurocode 1 EN1991 1 1 Tab 6 1 is considered on top of the roof 16 1 3 Snow load EN1991 3 2003 Snow load is computed according to Eurocode 1 3 EN1991 3 2003 from the characteristic snow load on the ground and the roof slope S Ce Ct Sk EN1991 3 2003 85 2 kN m
15. changed from Parameters Material Design values for Modulus of elasticity E 210000 N mm Poisson ratio v 0 30 Unit mass p 7850 Kg m3 Steel grades S 235 EN 10025 2 fy 235 fu 360 S 275 EN 10025 2 fy 275 fu 430 S 355 EN 10025 2 fy 355 fu 510 S 450 EN 10025 2 fy 440 fu 550 S 275 N NL EN 10025 3 fy 275 fu 390 S 355 N NL EN 10025 3 fy 355 fu 490 S 420 N NL EN 10025 3 fy 420 fu 520 S 460 N NL EN 10025 3 fy 460 fu 540 S 275 M ML EN 10025 4 fy 275 fu 370 S 355 M ML EN 10025 4 fy 355 fu 470 S 420 M ML EN 10025 4 fy 420 fu 520 S 460 M ML EN 10025 4 fy 460 fu 540 S 235 W EN 10025 5 fy 235 fu 360 S 355 W EN 10025 5 fy 355 fu 510 S 460 Q QL EN 10025 6 fy 460 fu 570 S 235 H EN 10210 1 fy 235 fu 360 S 275 H EN 10210 1 fy 275 fu 430 S 355 H EN 10210 1 fy 355 fu 510 S 275 NH NLH EN 10210 1 fy 275 fu 390 S 355 NH NLH EN 10210 1 fy 355 fu 490 S 420 NH NLH EN 10210 1 fy 420 fu 540 S 460 NH NLH EN 10210 1 fy 460 fu 560 S 460 NH NLH EN 10210 1 fy 460 fu 560 S 460 NH NLH EN 10210 1 fy 460 fu 560 S 460 NH NLH EN 10210 1 fy 460 fu 560 16 5 Partial factors EN 1993 1 1 2005 6 1 The partial factors yy are applied to various characteristics resistance values The partial factors are defined in the program from the selected National Annex and can be overwritten in Parameters National Annex parameters Usual values for steel structures Ymo 1 00 Copyright RUNET Software www runet software com 30 Steel Portal Frame EC3 RUNET soft
16. load Qk Snow load Qs1 Qs2 Qs3 Wind load Qw1 Qw2 L C 301 Gk Qk Eq 6 14a L C 302 Gk Qs1 Eq 6 14a L C 303 Gk Qs2 Eq 6 14a L C 304 Gk Qs3 Eq 6 14a L C 305 Gk Qw1 Eq 6 14a L C 306 Gk Qw2 Eq 6 14a L C 311 G Qs1 0 60Qw1 Eq 6 14a L C 312 G Qs1 0 60Qw2 Eq 6 14a L C 313 G Qs2 0 60Qw1 Eq 6 14a L C 314 G Qs2 0 60Qw2 Eq 6 14a L C 315 G Qs3 0 60Qw1 Eq 6 14a L C 316 G Qs3 0 60Qw2 Eq 6 14a L C 317 G Qw1 0 50Qs1 Eq 6 14a L C 318 G Qw1 0 50Qs2 Eq 6 14a L C 319 G Qw1 0 50Qs3 Eq 6 14a L C 320 G Qw2 0 50Qs1 Eq 6 14a L C 321 G Qw2 0 50Qs2 Eq 6 14a L C 322 G Qw2 0 50Qs3 Eq 6 14a L C 331 G 0 50Qs1 0 30Qw1 Eq 6 15a L C 332 G 0 50Qs1 0 30Qw2 Eq 6 15a L C 333 G 0 50Qs2 0 30Qw1 Eq 6 15a L C 334 G 0 50Qs2 0 30Qw2 Eq 6 15a L C 335 G 0 50Qs3 0 30Qw1 Eq 6 15a L C 336 G 0 50Qs3 0 30Qw2 Eq 6 15a L C 337 G 0 20Qw1 0 00Qs1 Eq 6 15a L C 338 G 0 20Qw1 0 00Qs2 Eq 6 15a L C 339 G 0 20Qw1 0 00Qs3 Eq 6 15a L C 340 G 0 20Qw2 0 00Qs1 Eq 6 15a L C 341 G 0 20Qw2 0 00Qs2 Eq 6 15a L C 342 G 0 20Qw2 0 00Qs3 Eq 6 15a L C 351 G 0 00Qs1 0 30Qw1 Eq 6 16a L C 352 G 0 00Qs1 0 30Qw2 Eq 6 16a L C 353 G 0 00Qs2 0 30Qw1 Eq 6 16a L C 354 G 0 00Qs2 0 30Qw2 Eq 6 16a L C 355 G 0 00Qs3 0 30Qw1 Eq 6 16a L C 356 G 0 00Qs3 0 30Qw2 Eq 6 1
17. order effects due to vertical load may be calculated by increasing the horizontal loads Hed by equivalent loads Ved due to imperfections and other possible sway effects according to the first order theory by an amplification factor 1 i a If Qe lt 3 second order analysis is necessary provided that a 2 3 EN1993 1 1 Eq 5 4 16 7 Imperfections EN1993 1 1 5 3 1 Global initial sway imperfection o e dh e Pm Oo Initial value 1 200 ap Reduction factor for column height 2 Vh 2 3 lt a lt 1 h structure height Pm Reduction factor for number of columns in a row am 0 5l1 a Copyright RUNET Software www runet software com 31 Steel Portal Frame EC3 RUNET software 16 8 Classification of cross sections EN 1993 1 1 2005 5 5 The design of steel elements can be done with elastic or plastic analysis depending on the class of the cross section The design of sections of classes 1 and 2 is based on the plastic resistance the design of cross sections of class 3 is based on elastic resistance and the design of cross sections of class 4 is based on elastic resistance and effective cross section properties The classification of cross sections in 1 2 3 and 4 classes depends on the ratios of thickness to width of the parts of the cross section which are in compression according to tables 5 2 of EN 1993 1 1 2005 Table 5 2 EN 1993 1 1 2005 Internal compression parts Internal compression parts be
18. zaro PAs azs uu og qssenpul aye eseg 4 4 apebufuensqog 88 wj H ape6 yBuans isyauep syog ozs uu gz dsseupu rade aea ayy pug S LE66LN3 Suonpeuun 091 Qe5 ibe g euoz amusiag adong a oslo Bj p 1 1 8661N3 Supeo awsiag 4001 ayp sapun 3 jo peo1 LL66 LNI Burenoo joor jo peo B2 1S tI L66 LNA anssaid jeusay pay AA au Lig PW PS I L65LN3 eoejns eon uo ainssaid pum V p E I 66 LNG punoib au uo peo moug VL886LN3 IILE6LNI Speo paulesysaiun 40 pauregsaa A jesaye payoddns Ajduis 10 snonunuoa suiping dsnonupuo e und peyoddns ijdurs C paurensar fijeleye ung pauensaiun fijereye una 7 m pone Suseds ung suund pue Buippeja suoisuawip Buyooy ww gop Myydep ayouy wu qyQ m ssauyony Dunesus Buyseus Supper 818421 10 S U1 1 8U03 Jeu0s10 pue 0003 241 suwunjoa 10 Buraeq je1age jo Gujgeds oog zin suno BYE FE sse nu sawed Jo 0 oro O17 A ducrisyerg upuneg g gr gn OL 027 ezis youne Of Y 4 amp syoddng aseq paxy jo pauuid suonipuoa uoddns 002 sawe jo Buoedg wy z a uua pio Gujseds awey squfreu supBue waysis Buioelq ejaye jo uBisaq X 7 SUOISUBWUIP ainjonijs Bunooy ajeiouoo jo ublsaq d wy 88 lH E Mte uunog Ubisap ausies T L suongauuod jo uBisaq A 002 H rew y6re4 pero sung jo uBisaq A are El Slaquay jo ubisag A ooo 0e 8 pm fg manaa g Ubisaq T zeon Buoe
19. 0Qs2 Eq 6 10 L C 104 1 10Gk 1 50Qs3 Eq 6 10 L C 105 1 10Gk 1 50Qw1 Eq 6 10 L C 106 1 10Gk 1 50Qw2 Eq 6 10 L C 111 0 90Gk 1 50Qw1 Eq 6 10 L C 121 1 10Gk 1 50Qs1 0 60x1 50Qw1 1 10xGk 1 50Qs1 0 90Qw1 Eq 6 10 L C 122 1 10Gk 1 50Qs1 0 60x1 50Qw2 1 10xGk 1 50Qs1 0 90Qw2 Eq 6 10 L C 123 1 10Gk 1 50Qs2 0 60x1 50Qw1 1 10xGk 1 50Qs2 0 90Qw1 Eq 6 10 L C 124 1 10Gk 1 50Qs2 0 60x1 50Qw2 1 10xGk 1 50Qs2 0 90Qw2 Eq 6 10 L C 125 1 10Gk 1 50Qs3 0 60x1 50Qw1 1 10xGk 1 50Qs3 0 90Qw1 Eq 6 10 L C 126 1 10Gk 1 50Qs3 0 60x1 50Qw2 1 10xGk 1 50Qs3 0 90Qw2 Eq 6 10 L C 127 1 10Gk 1 50Qw1 0 50x1 50Qs1 1 10xGk 1 50Qw1 0 75Qs1 Eq 6 10 L C 128 1 10Gk 1 50Qw1 0 50x1 50Qs2 1 10xGk 1 50Qw1 0 75Qs2 Eq 6 10 L C 129 1 10Gk 1 50Qw1 0 50x1 50Qs3 1 10xGk 1 50Qw1 0 75Qs3 Eq 6 10 L C 130 1 10Gk 1 50Qw2 0 50x1 50Qs1 1 10xGk 1 50Qw2 0 75Qs1 Eq 6 10 L C 131 1 10Gk 1 50Qw2 0 50x1 50Qs2 1 10xGk 1 50Qw2 0 75Qs2 Eq 6 10 L C 132 1 10Gk 1 50Qw2 0 50x1 50Qs3 1 10xGk 1 50Qw2 0 75Qs3 Eq 6 10 16 2 3 Ultimate Limit State ULS STR Ed yG Gk yQ Qk1 yQ yo Qk2 Eq 6 10 Ed yG Gk yQ wo Qk1 yQ yo Qk2 Eq 6 10a Ed amp yG Gk yQ Qk1 yQ wo Qk2 Eq 6 10b yG sup 1 35 Unfavourable yG inf 1 00 Favourable yQ 71 50 Unfavourable yQ 0 00 Favourable 0 850 yG 0 850x1 35 1 15 Load combinations ULS STR Permanent load Gk Imposed load Qk Snow load Qs1 Qs2 Qs3 Wind load Qw1 Qw2
20. 1 6 46 N ra Af Nira Ai for class 1 2 3 cross sections EN 1993 1 1 6 47 M1 Ag J y N ra Hah for class 4 cross sections EN 1993 1 1 6 48 M1 The reduction factor y is determined from the non dimensional slenderness 4 1 p S DND A lt 1 EN 1993 1 1 6 49 05 1 e 4 0 2 7 Af z EA Ls I A ae iN 2 A ie i N A i A A non dimensional slenderness N elastic critical buckling load Lcr equivalent buckling length A slendermess i radius of gyration The imperfection factor a that corresponds to the appropriate buckling curve ao a b c d should be obtained from Table 6 2 of Eurocode 3 EN 1993 1 1 2005 Buckling curve 8o a b C d Imperfection factor a 0 13 0 21 0 34 0 49 0 76 Equivalent buckling lengths Lcr L r 1 0 20 07 0 50 10 lt 10 2 0 Copyright RUNET Software WWW runet sofbWare com 37 Steel Portal Frame EC3 RUNET software Table 6 2 EN 1993 1 1 2005 Selection of buckling curve of a cross section Buckling curve Buckling S235 Cross section Limits pass ap x 40mm EE dn rim Miu hs Rolled sections N E i v t gt 100 mm I sections hot finished cold formed generally except as below thick welds a gt 0 5t b te 30 hta 30 Welded box sections 8 B i br N F e s K amp M iad N 3 solid sections L sections E Copyright RUNET Software www runet softwar
21. 13 2 Passive earthi DEGSSUFOG cicococucece ness sue n a EE cu cic xia aliat silla a E EIS REA ME 43 17 Standards and Bibliography sessies aranin naaa eee menses eene nnns 44 Copyright RUNET Software www runet software com 3 Steel Portal Frame EC3 RUNET software License and Copyright If you do not agree with the terms of the following Disclaimer and License Agreement return the program before you install and activate it to RUNET Norway as within 30 days of purchase for a full refund of software cost and sales tax Disclaimer This software should be used only from experienced and licensed professional engineers The software must be considered as a helping tool for the designer engineer and can never replace the knowledge the experience and the judgment of a professional engineer The user of this software must understand that no matter how advanced and well checked this software is he should carefully check the results and take responsibility of their use Copyright This software is owned by RUNET Norway as and it is protected by EC European Community Copyright Laws and International Treaty Provisions This software and the accompanying materials must be treated like any other copyrighted material e g book It is allowed although to make one copy of the Software for backup or archive purposes You may not copy and distribute the accompanying materials It is strictly prohibited by law unauthorized reproduction or resale of t
22. 1992 4 2 1992 are used for the design of the fastenings in concrete The holding down anchor bolts of the base plate are extended with anchors The anchor system can be simple hook bended hook or washer plate The hook type anchoring first two choices cannot be selected for bolt grade with fy gt 300N mm2 M gt 5 6 according to Eurocode 1993 1 8 2005 6 2 6 12 6 The program will if it is necessary increase the diameter of the bolts or the thickness of the connection plate to satisfy the design checks Connections are designed according to EN1993 1 8 13 7 Foundation The concrete footing has to be designed to resist soil pressure for maximum vertical load and it must have enough weight to resist uplift from wind or seismic forces e Reinforced concrete properties Click 4 and select concrete and steel class Click to select concrete cover Cnom C2 eel mm e Fundament dimensions Specify the dimensions of the short column above the fundament cross section dimensions cx and cy and height ch and next the diameter of the column main reinforcing bars for the CAD drawing Copyright RUNET Software 9 www runet software com 23 Steel Portal Frame EC3 RUNET software Concrete footing EN1992 1 1 EN1997 1 1 Concrete Steel class C25 30 B500C e Concrete coverCnom 35 mm XC2 poh Column Base itt cw 0 900 Fm cy 0 750 m ch 2 000 m Gow Foundament pa Ei Bx 2 500 m By 2 600 m
23. 1993 1 1 2005 6 1 Ymo 1 00 wr 1 00 Ye 125 Eurocode 2 Reinforced concrete EC2 EN1992 1 1 2004 2 4 2 4 e 150 ys 1 15 Eurocode 7 Geotechnical design EC EN1997 1 1 2004 Annex A Yqu EQU GEO 1 40 Y EQU GEO 1 25 National Annex parameters B Action coefficients Load combination factors Material factors ENTS83 T T Lateral torsional buckling EN1993 1 1 6 3 2 3 Method of computation O EC3Eq 6 56 EC3Eq 6 57 Aue 040 B 075 Bending and compression EN1993 1 1 86 3 3 Method of computation Method 1 D Method 2 D Method 1 and 2 www runet software com 11 Steel Portal Frame EC3 8 3 2 Parameters for Portal frames Specify some parameters that are not covered from annex Such as RUNET software national 1 Deflection limits for Serviceability limit state SLS The limits for these deflections are usually defined in the National Annex EN1993 1 1 7 2 and EN 1990 Annex A1 4 According to EN1993 1 1 these limits may be specified for each project and agree with the client Usual values vertical deflection L 200 horizontal deflection H 150 vertical deflection due to bending L 200 L 2 Design parameters for buckling control Columns 1 most reasonable default In plane buckling critical buckling length Lcr Parameters for Portal Frames Limit for vertical deflection w L ft fl 200 0 Limit for horizontal deflection u H f2 f2 150 0 Maximum roof deflection in ge
24. 2 1 50x0 60Qw2 1 35xG 0 75Qs2 0 90Qw2 Eq 6 10a L C 235 1 35Gk 1 50x0 50Qs3 1 50x0 60Qw1 1 35xG 0 75Qs3 0 90Qw1 Eq 6 10a L C 236 1 35Gk 1 50x0 50Qs3 1 50x0 60Qw2 1 35xG 0 75Qs3 0 90Qw2 Eq 6 10a L C 251 0 850x1 35Gk 1 50Qs1 1 50x0 60Qw1 1 15xG 1 50Qs1 0 90Qw1 Eq 6 10b L C 252 0 850x1 35Gk 1 50Qs1 1 50x0 60Qw2 1 15xG 1 50Qs1 0 90Qw2 Eq 6 10b L C 253 0 850x1 35Gk 1 50Qs2 1 50x0 60Qw1 1 15xG 1 50Qs2 0 90Qw1 Eq 6 10b L C 254 0 850x1 35Gk 1 50Qs2 1 50x0 60Qw2 1 15xG 1 50Qs2 0 90Qw2 Eq 6 10b L C 255 0 850x1 35Gk 1 50Qs3 1 50x0 60Qw1 1 15xG 1 50Qs3 0 90Qw1 Eq 6 10b L C 256 0 850x1 35Gk 1 50Qs3 1 50x0 60Qw2 1 15xG 1 50Qs3 0 90Qw2 Eq 6 10b L C 257 0 850x1 35Gk 1 50Qw1 1 50x0 50Qs1 1 15xG 1 50Qw1 0 75Qs1 Eq 6 10b L C 258 0 850x1 35Gk 1 50Qw1 1 50x0 50Qs2 1 15xG 1 50Qw1 0 75Qs2 Eq 6 10b L C 259 0 850x1 35Gk 1 50Qw1 1 50x0 50Qs3 1 15xG 1 50Qw1 0 75Qs3 Eq 6 10b L C 260 0 850x1 35Gk 1 50Qw2 1 50x0 50Qs1 1 15xG 1 50Qw2 0 75Qs1 Eq 6 10b L C 261 0 850x1 35Gk 1 50Qw2 1 50x0 50Qs2 1 15xG 1 50Qw2 0 75Qs2 Eq 6 10b L C 262 0 850x1 35Gk 1 50Qw2 1 50x0 50Qs3 1 15xG 1 50Qw2 0 75Qs3 Eq 6 10b 16 2 4 Serviceability Limit State SLS Ed Gk Qk1 wo Qk2 wo Qk3 Characteristic combination Eq 6 14b Ed Gk w1 Qk1 w2 Qk2 w2 Qk3 Frequent combination Eq 6 15b Ed Gk w2 Qk1 w2 Qk2 w2 Qk3 Quasi permanent combination Eq 6 16b Load combinations SLS Permanent load Gk Imposed
25. 30 B500C Concrete coverCnom 35 mm XC2 ppb Putlins Purin spacing 3 000 4m Purin section IPE 200 i gud c S tel Column Base LI cx 0900 fim cy 0750 fim ch 2000 im 925v C Purlin laterally unrestrained Purlin laterally restrained p Lm Uz Fondonent jr S Be 2800 fim By 2600m Bh 0 700 m g 6v h O Simply supported purin Continuous purlin Sed properties l Ba qu 0 250 f Nmm y 18 00 Sikwm 9 30 00c 2 a Foundament depth hf 2700 eim Computations ViAuto computation Drawing A Repot B Resistance to horizontal force D Steel tie at column base 8 Passive earth pressure SteelPortalFrameEC3 RUNET Vers 04 10 2014 Registered user RUNET Norway as 01001 Y628 Main window fields Top main menu with basic commands File file handling read and save data Parameters design codes national annex snow wind and seismic initial values Steel sections Library with standard and welded fabricated steel profiles Computations Computations selection of design parts Report Report preview and printing report contents and report setup Setup for basic program options selection language etc Help help and manuals Update for automatic program update Bottom Bar Computation performs all computations and design checks Auto compute if checked the computations are performed as the data changed Drawing for CAD drawing of the structure and the connection details Report to
26. 6a 16 2 5 Ultimate Limit State ULS Seismic situation Copyright RUNET Software www runet software com 29 Steel Portal Frame EC3 RUNET software Ed Gk Aed w2 Qki w2 Qk2 y2 Qk3 Eq 6 12b Snow load Qs Wind load Qw Seismic load Aed L C 601 Gk 0 30Qs1 Aed Eq 6 14a 16 3 Finite element model The structure displacements and the internal forces and moments in the structure are calculated with the finite element program FRAME2Dexpress RUNET The Finite element model uses 2 dimensinal beam elements The axes of the elements are passing from the centroid of the cross sections of the beams and the columns The effective span of the portal frame is the distance between the center lines of the columns The increase of the stiffness of the rafter elements due to the haunches is taken into account by modifying the element stiffness matrix of the rafter elements Linear static and dynamic elastic analysis is performed The eave and apex connections are modelled as stiff connections The base connection is considered pin or fixed connection according to the selection of the user The horizontal force acting outwards is resisted either by the passive earth force or by a steel tie placed into the floor slab 16 4 Materials EN 1993 1 1 2005 3 2 The steel grades listed in Eurocode EN 1993 1 1 Table 3 1 and EN 1993 1 3 are included in the program The steel properties yield strength f and ultimate strength fu can be
27. 7 Geotechnical design Part 1 General rules EN 1997 2 2007 AC 2010 Eurocode 7 Geotechnical design Part 2 Ground investigation and testing EN 1998 1 2004 A1 2013 Eurocode 8 Design of structures for earthquake resistance Part 1 General rules seismic actions and rules for buildings EN 1998 1 2004 AC 2009 Eurocode 8 Design of structures for earthquake resistance Part 1 General rules seismic actions and rules for buildings EN 1998 2 2005 A1 2009 Eurocode 8 Design of structures for earthquake resistance Part 2 Bridges EN 1998 2 2005 A2 2011 Eurocode 8 Design of structures for earthquake resistance Part 2 Bridges EN 1998 2 2005 AC 2010 Eurocode 8 Design of structures for earthquake resistance Part 2 Bridges EN 1998 3 2005 AC 2013 Eurocode 8 Design of structures for earthquake resistance Part 3 Assessment and retrofitting of buildings EN 1998 4 2006 Eurocode 8 Design of structures for earthquake resistance Part 4 Silos tanks and pipelines EN 1998 5 2004 Eurocode 8 Design of structures for earthquake resistance Part 5 Foundations retaining structures and geotechnical aspects EN 1998 6 2005 Eurocode 8 Design of structures for earthquake resistance Part 6 Towers masts and chimneys Other Standard references CEN TS 1992 4 1 2009 Design of fastenings for use in concrete Part 4 1 General CEN TS 1992 4 2 2009 Design of fastenings for use in concrete Part 4 2 Headed Fasteners CEN T
28. Design Loads EN1991 2005 8 wicicsiacscacaienss censu sis eivai ec rea ebd a Ra dio 27 16 1 1 Permanent loads EN1991 1 2005 iceseseesss nini ninn nE nEn ENE nEn ENE Pa RIPE RR PER ER 27 16 1 2 Imposed loads EN1991 1 2005 N R EE a ARMIN NIAE RS 27 16 1 3 Snow load EN1991 3 2003 iiicsss asia s a EAR EREREERERSESERFES ER RESERRESER seas aadad assis 27 16 1 4 Wind load of EN1991 4 2005 issseas asa aae Ea Ra SER HERE RESERFESEERESERPES EE RESP RPESERSE EE 27 16 1 5 Earthquake loading EN1998 1 2004 cecinere nne su su su ma eximia EEA raia 27 16 2 Design load combinations EN1990 2002 cssssssssseseeseme memes 28 16 2 1 Load combination factors EN1990 Tab A1 1 sssseseenn Henne 28 16 2 2 Ultimate Limit State ULS EQU ripsiin inire rh ia t hh e haha nennt rrt inana 28 16 2 3 Ultimate Limit State UES STR ucisiecscsgscncacasadatatarstessdnasddcnsndnananieatnrminendncnancnened 28 16 2 4 Serviceability Limit State SES riiin n n eaen ananin 29 16 2 5 Ultimate Limit State ULS Seismic SItUATION cect te treet nett Hee 29 16 3 Finite element model ecce ee tete cete pas ok cade ri uu e oT oM e paso A a aer ne 30 16 4 Materials EN 1993 1 1 2005 8 3 2 mesin ngrinin Dna Ron eo dad e Fai e E Rn ae 30 16 5 Partial factors EN 1993 1 1 2005 8 6 1 cece eect etna nnne 30 16 6 Second order effects EN1993 1 1 5 2 1 cece ee eee e eee eee e eaten eeenaenaeaes 31 16 7 Imperfections EN1993 1 1 85 3 1 ersin a
29. GOST 26020 83 L LL L20 20 3 80 80 8 Euronorm 56 77 L Lal L30 20x3 80 40 8 Euronom 57 78 L L100 100 8 160 160 19 Euronorm 56 77 L L30s60 6 130540 12 Euranarm 57 78 L L180 180 16 250 250 28 Euronorm 56 77 L L150 75 9 250 90 16 Euronorm 57 7 O hot rolled D hot rolled m cold formed m cold formed D 10 2 1016 mm Copyright RUNET Software www runet software com 19 Steel Portal Frame EC3 RUNET software C C E Steadman C140 C300 dz T Steadman Z140 Z300 E Ruukki C100 C350 T Ruukki 2100 2350 E Albion C125 2226 TL Albion 2125 2226 E Albion C246 2401 L Albion 2246 2401 E Dimond DHS150 DHS400 ll Metsec 2142 2202 TL Metsec 2232 2342 Tl ICS 2152 2254 13 3 3 Welded fabricated cross sections If you specify check welded cross sections for the columns and rafters the library with the cross sections defined from the user appears to select cross section This library is updated from the menu Steel sections Welded sections Welded sections Steel sections 78 nems 2448 1303449 3235 1563151 362 3956125 MOM MOM MH MH M SESSERSRBRR ESS Click at Edit to update or change the properties to add or remove sections In the window that appears enter the name of the profile and the values for total height h in mm total width b in mm web thickness tw in mm flange thickness tf in mm and weld seam a in mm Welded section Cross section type Section depth h mm Section width b mm Secti
30. Preview print export to PDF WMF or DXF for AutoCAD or other drawing programs You enter a new window From the dialog box you choose the options for paper size and panels appearing at the side of the drawing By clicking on the drawing when the hand appears as cursor you drag the drawing to the place you want to appear into the printout paper In order to have right appearance or printing the selected printer has to support the paper option In case you have problems with right appearance try the paper selection with dimensions Eg Instead of A2 Landscape try A2L 420x594 The adjustment of the DXF layers is done in the property window All the layers are sent to DXF file 13 Input Data 13 1 Materials S 355 fy 355N mn fu 510N mnt v Select the steel grade from the steel materials available S 235 fy 235N mm fu 360N mme Most of the used steel grades are included in the S 275 fy 275N mm fu 430N mn program and are loaded according to the national Annex tam fys SSH Amm fuss TOR mm f you select You can add steel grades or change S 275 N NL fy 275N mnr fu 330N mnt properties for steel grades in the menu S 355 N NL fy 355N mnf fu 480N mn Parameters materials Structural Steel The program S 420 N NL fy 420N mnf fu S20N mnr S 460 N NL fy 460N mn fu 540N mm automatically sets the respective steel properties fyk S 275 M ML fy 275N mn fuz370N mne fuk Es etc The materia
31. S 1992 4 3 2009 Design of fastenings for use in concrete Part 4 3 Anchor channels CEN TS 1992 4 4 2009 Design of fastenings for use in concrete Part 4 4 Post installed fasteners Mechanical systems CEN TS 1992 4 5 2009 Design of fastenings for use in concrete Part 4 5 Post installed fasteners Chemical systems EN 13391 2004 Mechanical tests for post tensioning systems Other Bibliography e Timoshenko S P and Gere J M Theory of Elastic Stability Mc Graw Hill 1961 e Lawrence M Structural Design to Steelwork to EN1993 and EN1994 Elsevier 2008 e Trahair NS Branford MA Nethercot DA Gardner L The behaviour and Design of Steel Structures to EC3 Taylor and Francis 2008 e Access Steel documents e Steel Construction Institute publications Copyright RUNET Software www runet software com 45
32. SECUONS iiis estes ient pre ns conageh rrr E Pra Da UG dar PAR resa peebr M ERE co E a Aa 19 13 3 1 Estimate of member sizes iiessss n nan n ansa sena rais are so ase na reso press rere a Eaa 19 13 3 2 Standard types of cross section profiles included in the program usse 19 13 3 3 Welded fabricated cross sections essssssesseeeeennnenememememememememene nnns 20 1324 Structure datara iraran vastnacrmvads cs svakces se Ea OA ERES EUER 21 13 4 1 Basic structure dimensions ieu ran err ra eaae eile eonim eoa nini enia 21 135 LOadS erst coe caus cad E PRAESUL E VE PNR P TO RIF Ere cuV DNE NN Ri 22 13 5 1 Permanent loads srini in nnen erre pet bre tarair PR P RpEERE T bala PI hielo SIR s p OR RR 22 13 5 2 Variable loads eene rna hah un tiv k re ERFESER ERE PESE RENER PE PE Pe pred es psc esser revu 22 13 5 3 Seismic load Eurocode 8 1 2004 iiie ae rn ran hana natania ERES RR ERR R FE SERS 23 13 6 Connections sites ceste ares eh usse res eee sd vase a Ea ge E PEE rr aa a EY FRE rrEE VETAT Ere 23 13 7 Foundation orem lx ICA E DR ORA TNT RDRRUTA E IRER RON a E AS UED M a aaa 23 13 7 Foundation bearing resistance debts tat cr anr rex ax DK nannan eia 24 14 Design Considerations rennen tind emnes excu ra tps R de A Da viaa a Nau u n bau et ad da a 26 15 Error messages cen ori eer el Erga UA RE n EPERRE ER ait CEREREM aw VERRE FR E aca 26 16 Short theoretical overview 20 ccc nennen nnn 27 16 1
33. UNET software Single storey one bay portal frames Complete design according to Eurocode 3 All the loading conditions and load combinations according to Eurocode 0 and Eurocode 1 Seismic design according to Eurocode 8 Design of steel structure according to Eurocode 3 1 1 steel joints according to Eurocode 3 1 8 lateral bracing system according to Eurocode 3 1 and the concrete foundation according to Eurocode 2 1 and Eurocode 7 1 Detailed drawings of the structure and the connections 2 Concept design Elastic linear analysis with allowance for second order effects Eurocode 3 1 1 Gravity loads imposed loads snow loads wind loads Eurocode 1 1 1 3 1 4 Seismic loads Eurocode 8 1 All the load combinations Eurocode 0 Analysis for seismic loads using lateral force method and modal superposition spectrum analysis Eurocode 8 1 Verification of the members rafters columns haunch in ultimate limit state ULS cross section resistance and member flexural and lateral stability Eurocode 3 1 1 3 1 3 3 1 5 Deflection checks in SLS Eurocode 3 1 Detailed design of bolted eave apex and base connections Eurocode 3 1 8 Design of base anchoring Eurocode 3 1 1 CEN TS 1992 4 1 Design of purlins Eurocode 3 1 Design of vertical and horizontal lateral bracing system Eurocode 3 1 Design of concrete foundation Eurocode 2 1 Eurocode 7 1 Detailed drawings of the structure and the con
34. XNgm hn For I and H sections and rectangular hollow sections under axial compression and uniaxial bending M z4 the coefficient k RHS sections Copyright RUNET Software www runet software com 40 Steel Portal Frame EC3 RUNET software Table B 2 Tienin l Design ass nptions l class 3 class 4 class 1 class 2 ke Ke fromTableB1 Cie fromTableB1 0 052 Nua E 0 102 Nu c mLT 0 25 XN Ma mLT 0 25 XNg Ym iL 905 Ng gt oe eee ae Corr 0 25 X Ng ha Carr 709 25 xi Ny Yan for Az lt 0 4 0 1A Na Cur 0 25 XzNg Ym k from Table B 1 k from Table B 1 k 0 6 1 Factor Bending axis Points braced in direction Cmy y y Z Z Cmz Z Z y y CmLT y y y y Table B 3 M m Cay Caz H Cort under loading oment Dia e E Rang Distributed Concentrated M ieee vM lt y lt 0 6 04y gt 04 0 2 0 8 a 2 0 4 B 0 82 2 0 4 0 1 0 8 as 7 0 0 95 0 05 ah 0 90 0 10 ah 0 95 0 05 ay 0 90 0 10 ah 4 D y 08a 204 0 2 y 0 8 a gt 0 4 0 95 0 05 an 1 24 0 90 0 10 ap 1 2v Copyright RUNET Software www runet software com 41 Steel Portal Frame EC3 RUNET software 16 11 Connections Eurocode 3 1 8 2005 The three connections designed are eave apex and base connection The connections are designed based on Eurocode 3 1 8 Design of Joints The eave and apex connections are designed with end plates and bolts All the
35. al actions Wind actions EN 1991 1 4 2005 AC 2010 Eurocode 1 Actions on structures Part 1 4 General actions Wind actions EN 1991 1 5 2003 AC 2009 Eurocode 1 Actions on structures Part 1 5 General actions Thermal actions EN 1991 1 6 2005 AC 2013 Eurocode 1 Actions on structures Part 1 6 General actions Actions during execution EN 1991 1 7 2006 AC 2010 Eurocode 1 Actions on structures Part 1 7 General actions Accidental actions EN 1991 2 2003 AC 2010 Eurocode 1 Actions on structures Part 2 Traffic loads on bridges EN 1991 3 2006 AC 2012 Eurocode 1 Actions on structures Part 3 Actions induced by cranes and machinery EN 1991 4 2006 AC 2012 Eurocode 1 Actions on structures Part 4 Silos and tanks EN 1992 1 1 2004 Eurocode 2 Design of concrete structures Part 1 1 General rules and rules for buildings EN 1992 1 1 2004 AC 2010 Eurocode 2 Design of concrete structures Part 1 1 General rules and rules for buildings EN 1992 1 2 2004 AC 2008 Eurocode 2 Design of concrete structures Part 1 2 General rules Structural fire design EN 1992 2 2005 AC 2008 Eurocode 2 Design of concrete structures Concrete bridges Design and detailing rules EN 1992 3 2006 Eurocode 2 Design of concrete structures Part 3 Liquid retaining and containment structures 2 KOK EN 1993 1 1 2005 AC 2009 Eurocode 3 Design of steel structures Part 1 1 General rules and rules for buildings EN 1993 1 2 2005 AC
36. ated sections L Steel section for transverse bracing Lrooxi00x12 H Loads EN1991 1 1 EN1998 1 1 Snow load on the ground EN1991 1 3 4 Sk 0 772 k m Alpine Region z 1 A 300m Sk 2 50kN r Design Overview Lal 30000 lm Z Design of Members v Design of Putins Wind internal pressure EN1991 1 4 7 29 wi Cpiqwke 0400 e ume Bay width SS 2 V Design of connections Total height max c Ha 7 300 m 1 Seismic design Load of roof covering EN1991 1 1 gkl 0 230 um H l Wind pressure on vertical surface EN1991 1 4 84 qwke 0 911 km y Eurocode EN Ub o 30 00m s Column height Hi 5388 m Design of concrete footing i B Design of lateral bracing system Load of ceiling under the roof gk2 0 000 4 kN m a 7 z Total length B 72000 m Seismic loading EN1998 1 1 gg g 0160 4 BA Europe Seismic zone 0 agi g 0 160 Spacing of frames s 2200 Tim Connections EN1993 1 8 i Supports Ae MO End Plate eave apex Thickness tp 20 Simm 5235 it lig Kancha aia jort FF uo oo v Bolts diameter strength grade M2 v 88 vw Bol strength grade m LT Lateral bracing of columns Lmi 3000 Em Base Plate Thickness tb 50 Fjmm 235 v Torsional restrains of rafters Lm2 6 000 Em Anchor bolts is 9j i gig D M3 v 55 v Bol strength grade Cladding Sheeting Sheeting thickness tw 0 70 mm Profile depthhw 400 E mm Concrete footing ENT992 1 1 EN1997 1 1 Concrete Steel class 25
37. checks for moment and shear resistance are performed The base connection is a plate bearing connection and considered pinned or fixed connection to the footing The anchor bolts are designed to resist shear and uplift forces wind and seismic uplift forces In the case of rigid fixed base connection the anchor bolts are designed to resist the tension upwards forces due to bending The anchoring system is designed according to Eurocode 3 1 8 6 2 6 12 and CEN TS 1992 4 1 2009 Design of fastenings in concrete General and CEN TS 1992 4 2 2009 Design of fastenings Headed Fasteners The concrete of the base is designed to resist the compression forces according to Eurocode 3 1 8 6 2 5 7 and Eurocode 2 1 1 2004 Fora fja ber lett fia Bj Frau Der lett Bi fca Ace fek Ye Acc 1 0 yc 1 5 defined in National annex 90 90 106 1145 700 90 alle alle 320 800 16 12 Bracing system Bracing systems are required to resist transverse actions due to wind and earthquake For this two bracing systems are provided Vertical bracing system in the sidewalls between the columns This system transmits the horizontal transverse loads from the roof to the ground and temporary stability during the erection Horizontal roof bracing system On the roof to transmit the transverse loads from the roof to the vertical bracing and to provide temporary stability during the erection
38. ctions are included Click IE and the library with the standard section will open You select the section type on the left tree and at the same time all the sections of this group with their geometric properties are displayed on the right window together with the section drawing in scale Section geometric properties are calculated Dredisely including fillets The notation is shown at the drawing at the low left window 13 3 1 Estimate of member sizes Click H and you get a rough estimate of member sizes for the structural elements of the structure with the dimensions you have specified You can start with this estimate to continue for better design 13 3 2 Standard types of cross section profiles included in the program I IPE IPE Euronom 19 57 JL HE T HE A IPB1 Euronorm 53 62 T IPEA T HE AA T IPEO T HE B IPB Euronorm 53 62 Jb IPEV T HE M IPBv Euronorm 53 62 TL IPE 750 T HE Euronorm 53 62 T HL JL HDT HD 1 T W SSTM IC w 1 ASTM AG A 6M T HD 2 ASTM AG A 6M Y w 2 ASTM AG A 6M TL w 3 ASTM A6 A BM T HP T IPN I UB UC BS IC UBA BS 4 part 1 1993 JL ISMB SC HB T ISMB Indian Standard T UB 2 BS 4 part 1 1983 T 155C Indian Standard T UC BS 4 part 1 1993 T ISHB Indian Standard Jb GOST T No10 No60 GOST 8239 89 E U E UPN l 10B1 4582 GOST 26020 83 E UAP NF A 45 255 Russian T 50p1 10084 GOST 26020 83 E UFE standards T 506H1 705H1 GOST 26020 83 E 5v 40Y GOST 8240 89 T 20K1 40K5 GOST 26020 83 E 5P 40P GOST 8240 89 T 24DB1 50DH1
39. d and interpreted from experienced licensed engineers and by no means constitute an acceptable engineering design SteelPortalFrameEC3 and related documentation are provided AS IS and without warranties as to performance or merchantability or any other warranties whether expressed or implied Because of the various hardware and software environment into which this software may be put no warranty of fitness for a particular purpose is offered Under no circumstances shall RUNET Norway as and its personal be liable for any direct or indirect incidental special or consequential damages resulting from the use or inability to use of this software or related documentation even if RUNET Norway as has been advised of the possibility of such damages This agreement shall be governed by EC European Community laws If for any reason a court or competent jurisdiction finds any provision of this agreement or portion thereof to be unenforceable that provision of the agreement shall be enforced to the maximum extend permissible so as to effect the intent of the parties and the remainder of this agreement shall continue in full force effect If this license is too restrictive with the laws of your country do not use this software and return within 30 days after purchase for a fully refund of your payment 1 Design Steel portal frame structures according to Eurocode 3 Copyright RUNET Software www runet software com 4 Steel Portal Frame EC3 R
40. e com 38 Steel Portal Frame EC3 RUNET software 16 10 7 Lateral torsional buckling for uniform members EN 1993 1 1 2005 6 3 2 Lateral torsional buckling of uniform members in bending M ed EN 1993 1 1 6 54 b Rd W f My ea Tayl EN 1993 1 1 6 55 Yui W 2 W for class 1 2 cross sections W ZW for class 3 cross sections el y W W for class 4 cross sections The reduction factor y is determined from the non dimensional slenderness Air 1 X r lt l o VD Ar 0 5 1 a Aur 0 2 2 EN 1993 1 1 6 56 Au M cr The imperfection factor which corresponds to the appropriate buckling curve a b c d Buckling curve a b C d Imperfection factor a 0 21 0 34 0 49 0 76 Recommended values for torsional buckling curves Rolled Sections h b 2 buckling curve a h b gt 2 buckling curve b Welded sections h b lt 2 buckling curve c h b gt 2 buckling curve d The critical elastic moment for lateral torsional buckling is computed according to Annex F of Eurocode 3 1 1 1992 C1 C2 C3 coefficients depending on the loading conditions and support conditions for a beam with uniform bending moment diagram C1 1 000 C2 0 000 C3 1 000 for a beam with parabolic bending moment diagram C1 1 132 C2 0 459 C3 0 525 I St Venant torsional constant I warping constant I second moment of inertia about the weak axis L beam length between t
41. elocity Eurocode EN Ub o 30 00m s Seismic design Europe Seismic zone 0 agr g 0 040 8 1 National Annex Select the National Annex of the country you want to work To do this first click Locked to unlock The various design parameters load factors material factors etc are set according to the National annex This does don affect the regions for snow wind and earthquake which have to be selected from the next menu lines of the parameter menu 8 2 Materials Structural steel Concrete Reinforcing steel and Soils for the foundation You can change edit material properties In order to avoid accidental material changes the edit capabilities are locked To edit click first amp Locked to unlock the edit capabilities With you add or delete lines from the Reset property tables with the original program values are loaded E r Reinforcing Steel FC2 EN1992 1 1 2004 32 Concrete properties EC2 EN1992 1 12004 2 1 Lx n teh Le ieis ic O6 Peist tet tek Ee Ge w emlorcang steel Class m Md a vu E Cae ques ques papay uu fur pura papa gora IP peer ams um so 16 19 30 33 0 3 w 3 5220 22000 22000 na 250 1400 cU 10 EI 10 1 200 so on n 5 S400 40000 400 00 20000 29 14 00 ws mo so 20 1 2 5m o n n s 5400s enn 40000 amm 750 1400 ace ss eo 2m ie ie ew oe on Ss cm EI nm m 20 im nn oe 2 u s 500
42. etail specify all the necessary seismic parameters Ssisrburemasiein AMIT Ore we soil factors spectra periods behaviour factors eee ara j arm Comection facto EC8 4 33 2 2 1 A 1090 I etc for the design spectrum according to Eurocode 8 1 2004 Force dihribulon ECR 4 3 32 3 Um n WEZ ZW s 150 gap ep Yt B C Se A LIECO 95 4 3 4 esbinaion Lacio E CD T AT 1 Te 12 10 ae Important classes ECB T 4 3 Ordinary buildings Snow load combination factor ECO T AT Y y 020 Reset of OK X Ceca Heo 13 6 Connections Apex and sehr oe Connections EN1993 1 8 connections wi Sm plate End Plate eave apex Thickness tp 20 mm 235 v are designed to resist moment and shear forces Bolts diameter strength grade M24 w 8 8 v Bolt strength grade For the apex and eave Base Plate Thickness tb 50 mm S 235 v connection the end plate Anchor bolts Le no AO M30 v 5 6 v Bolt strength grade thickness and steel grade and bolts diameter grade are the same The thickness of Apex and eave end plate should be at least as thick as the flange thickness of the rafter and column section At the base of the haunch a stiffener is designed to resist the increased compressive forces Base plate bolt connection is designed for the column over the concrete foundation The anchor bolts are designed to resist shear and pullout forces due to uplift wind or seismic forces CEN TS 1992 4 1 1992 and CEN TS
43. footing as well as the loading and the load eccentricities Copyright RUNET Software www runet software com 24 Steel Portal Frame EC3 RUNET software In the foundation design of the program for the soil strength we use the soil bearing pressure Guk N mm This is corresponding soil strength to the soil allowable pressure In the foundation design we use as design bearing soil pressure Qug Qui Vqu where yay is the partial factor for unconfined strength Eurocode 7 Annex A So to be consistent in order to convert the design strength estimated from Annex D of Eurocode7 to the soil bearing pressure used in the program the design value have to be multiplied by You Quk Qua Yqu Yqu 71 40 for EQU and 1 00 and 1 4 for STR GEO Click in the design of fundaments umm and you get into a calculation window rU S S reme pr a e EI SET a H for design bearing resistance e ee er nmm om There you have an estimate of the soil PESE Males ES M bearing resistance qu which you may sesta pamm puma use in the program from the soil and ea a AEN N a TORY fundament parameters If there you check to include the 2 RL ae calculations in the report then the design bearing resistance will be set to the minimum estimated and the calculations will be included in the report of the footing design remember that if you alter the dimensions or loading you have to reevaluate qu E BH oean 7 Copyright RUNET Software w
44. gth at span the purlin space torsional buckling the distance Lateral and torsional buckling length the distance between torsional restraints Lm2 ngth www runet software com 12 Steel Portal Frame EC3 RUNET software 8 4 Snow load on the ground Europe Default region and snow zone ej Click and select the snow region of your area The O Momay snow zone and the amplitude and the y O Seedin rand Bn BE Sweden Finland a UK Republic of Ireland characteristic snow load value on the ground sk is I 24 TN Central Wi i 3 set according to Eurocode EN1991 1 3 2003 B Cenal East E m Czech Rebublic Poland Alpine Region O Central East Mediterranean Region ES Greece O Czech Republic O Poland Alpine Region gt gt gt O Mediterranean Region O Greece A OK X Cancel 8 5 Basic wind velocity Maximum ogi ze ae Select wind region and wind zone The default Wind basic wind velocity is set Zone Vb c 21 ms Zone lZin Vo s Zone i Zini vb lm Zone NV Hele Vibo s D Zone amc o Basic werd veloci EN1988 14 42 Mbo 200 8 6 Seismic zone Default seismic region and seismic zone The ground acceleration G d g is set Samerne 4 v af 00O Ap Ipin n Copyright RUNET Software www runet software com 13 Steel Portal Frame EC3 RUNET software 9 Setup 9 1 Language setup Help Update Sets program language to Native language or English Language Set
45. hat the passive earth pressure is not reduced The fundament Hed transverse width By and the height Bh are used to compute the active area for passive earth pressure Fi It is advisable to check the desired fundament height Bh on the side in and let the dimensions Bx and By to be adjusted by the program Bx and By are adjusted so the fundament weight has enough weight to resist uplift the foundation is also an important factor By is adjusted also for adequate passive earth force to resist the horizontal base force outwards 13 7 1 Foundation bearing resistance The basis for the design of foundations is the bearing resistance of the soil The design bearing resistance may be calculated using analytical or semi empirical methods Annex D of Eurocode 7 EN1997 2004 describes a method of obtaining the design bearing strength of the soil The methods of Annex D for drained and undrained conditions are implemented in the program The Design bearing strength of the soil is estimated for EQU STR and GEO conditions The computation of design bearing strength is for drained and undrained soil conditions For drain soil conditions the important soil property is the angle of shearing resistance and the cohesion intercept c kPA For undrained soil conditions the important soil property is the undrained strength c kPa For the computation of design bearing strength other parameters are the dimensions and foundation depth of the
46. he support points k k coefficients depending on the support conditions Z distance of shear center from point of load application Copyright RUNET Software www runet software com 39 Steel Portal Frame EC3 RUNET software 16 10 8 Uniform members in bending and compression EN 1993 1 1 2005 6 3 4 Ng My ta nz M g yy yz X Nge Ym X rM ym Ym M m Yui 1 EN 1993 1 1 6 61 Ng ER M y gi M Lg k PE lt 1 EN 1993 1 1 6 62 XN gl Yu X rM yn Ym M m Yui M r D yf for class 1 2 cross sections M pry M re Ws f for class 4 cross sections M gt rk W pl z f for class 3 cross sections Wary f for class 1 2 cross sections M x Waz f for class 3 cross sections z M re W f for class 4 cross sections The interaction coefficients k Kk K K are determined from tables B 1 and B 2 Table B 1 interaction coefficients k k k k yy yz zy Design assumption elastic cross sectional properties plastic cross sectional properties class 3 class 4 class 1 class 2 ca renes Se c ie 0a u Lsections XyNe Yan XyNg Ym RHS sections N sc 105 scies a i XsNg Ym j XyN rk Ym I sections RHS sections I sections RHS sections 0 6 kyy T Cal 1 ex 06 iu XzNg Ym Lsections N zx Ng zC u c roi Nn Yun XNg ha Ng VILIS lt 1 06 2 C ib 62 u XN xx Yan XN p Yma N lt c 1 08 s
47. heeting thickness tw 0 70 mm Profile depth hw 40 0 gt mm Purlins Pullin spacing 3 000 m Purin section IPE 200 ai Simply supported purin Continuous purlin te 3 M 5 J 7 b C Purlin laterally unrestrained Purlin laterally restrained 13 4 1 Basic structure dimensions Bay width L m the distance between column axes Total height H m and column height H1 m at axis points If the frame is flat then H H1 In this case specify first H1 and the H equal to H1 Total transverse length B m Is needed to evaluate the loading on the lateral bracing system from wind or seismic loading Spacing s m of frames transverse distance of column axis Is uses as free span for purlins For n frames B n 1 s RUNET software Type of support Pinned or fixed Most common is the pinned support The base connection and anchoring is simpler and the foundation smaller In case of fixed support the base bending moment can be quite large for the base anchoring system or the fundament The size of the haunch is specified by selecting one of the ratios 1 20 1 10 1 8 1 6 6 This represents the horizontal size of the haunch measured from the axis of the column to the start point h raft height The height of the haunch at the point of the junction with the column flange is always set to 2 times the rafter height 2xh If you don t want to specify haunch as in flat frames select the last option OxL The cladding is su
48. his software product and the accompanying materials Software License This is a legal agreement between the legal user of this software and RUNET Norway as By installing this software you agree to be bound by the terms of this agreement If you do not agree to the terms of this agreement then do not install this software and return within 30 days after purchase for a fully refund of your payment Scope of License Each licensed copy of SteelPortalFrameEC3 must be used either on a single computer or installed on a single workstation used non simultaneously by multiple people but not both This is not a concurrent use license You may not rent or lease this software You may not modify adapt translate reverse engineer decompose or disassemble the software Any violation of this agreement terminates your right to use this software Liability Limitations SteelPortalFrameEC3 in no event shall be liable for any damages whatsoever including without limitations damages for loss of business profits business interruption or any other loss arising of the use of this software RUNET makes no warranties either expressed or implied as to the quality or performance of this software that the results and calculations of this software will meet your requirements or that the operation of this software will be error free This software is a helping tool to aid you in the design of timber structures The results of this software must be reviewe
49. ial factors EN1993 1 1 ULS EQU ECO EN1990 2002 6 4 Tab A1 2A Action coefficient for permanent loads unfavourable YGsup 1 10 Action coefficient for permanent loads favourable YG inf 0 90 Action coefficient for variable loads unfavourable Yor 1 50 ULS STR ECO EN1990 2002 6 4 Tab A1 2B Action coefficient for permanent loads unfavourable YGsup 1 35 Action coefficient for permanent loads favourable YG inf 1 00 Action coefficient for variable loads unfavourable Yor 1 50 National Annex parameters B pa TET s T Action coefficients Load combination factors Material factors EN1993 1 1 Load combination factors ECO EN1990 2002 Tab A1 1 Action wo wi v2 Category A domestic and residential areas 0 70 0 50 0 30 Category B office areas 0 70 0 50 0 30 Category C common areas 0 70 0 70 0 60 Category D shopping areas 0 70 0 70 0 60 Category E storage areas 1 00 0 90 0 80 Category F parking areas light 35kN 0 70 0 70 0 60 Category G parking areas medium 35kN 160kN 0 70 0 50 0 30 Category H roofs 0 00 0 00 0 00 Snow loads on buildings H 100 m a s l 0 70 0 50 0 20 Snow loads on buildings H lt 100 m a s l 0 50 0 20 0 00 Wind loads on buildings 0 60 0 20 0 00 National Annex parameters B Action coefficients Load combination factors Material factors EN1993 1 1 Eurocode 3 Steel structures EC3 EN
50. iaph Graphics ete Fin Export Page sive Page otiertation Ved n Gierce ne E s Putat Lieve threes Lericspe Lee Hebr 2 4 A4 210297 cm Proview kind 43294420 em Sale Paragagh margin 0 Pssyahmege 2 e Composite Pasagagh magna 2 Paapatmagrs 4 Letter amp 51 in E 5 0 Piri on both sides 0 js Panogeach mwgn5 Paeysh magn Legal 851m V Paagiaph rambang n report Repat M ooo V Print Ems in coler e C Change page ter oach chapter S ania ppates dM cta a V Plein bead in ndewrnces F Asyn reference at right Reret i Clove Heb Reret iK One He www runet software com 16 Steel Portal Frame EC3 RUNET software 12 CAD Drawings By clicking i Drawing you obtain the CAD drawing of the structure and the structural details for the connections Ree cl EG Ie tte GiB gle ss Qe 5 PDF WME DXF E View project panel Scale of details Grid size 1000mm i Drawing Structure and details Frame structure Eave connection Apex connection Base connection Concrete footing Eave Apex connections Eave Apex Base connections 4 10 9 Apex connection Scale 1 25 mm Eave connect Scale 1 25 mm 700 Fa 11 e L 1 g LILS S t x 8 226 y 19 302 OrigXM 3 760 OrigYM 3 720 XshiftM 1 260 Y shiftM 24 740 xXscroll 0 lt With the CAD tools you can adjust the appearance of the drawings print draw
51. ing in various forms and paper sizes export to DXF PDF WMF Drawing n Struct id detail Select the kind of drawing to be included OP aena e Structure and details O Eave connection O Apex connection e Only structure Base connection e Eave connection detail FE e Apex connection detail O Eave Apex Base connections e Base connection detail 3i Visible layers are checked in the layer window v Details f v Connections The colour and thickness of the line font size and colour colour of DXF V Welds i i i V Concrete Footing layer are adjusted in the property window Bus v Dimensions Click on screen When the hand appears as cursor you can drag and C Grid v Reinforcement of Footing move the drawing up down left right by pressing the mouse Scale i i Properes of darang components 7 iT Scale of details 1 25 adjust scale of drawing Dp erm or details Steel elements Ji My cN NC t Deo ime Pome me Connections oB tAm m Welds D em iim my las gt P A s Concseta Focting qaw 8 wo LY move drawing enable drag Drag is SE D me claw my enabled by clicking on the main drawing Diners cms cms mu Gid ULE W LE E iwem BU D NY N v Hix cursor options and measuring distances A Cee Copyright RUNET Software www runet software com 17 Steel Portal Frame EC3 RUNET software c m PDF WMF DXF
52. iq asieAsuen 104 U04988 ees suonoas pateouqe papie C sapyoud paqeaugej papjam 10 831049 vi T O05 3dl Jaye 10 Uorroes 031S sepjoud Jo Jueiqi jn J suoyoas piepuec TT 003 3l uunpa 10 uogas eai Buiaeiq pue Jaye suuunjoa 40 subijjas aas zu GS I l E66LN3 suonoas eats epeit eet AW NOEPETY Jur NS 2 Giz S C68 l E 681N3 20216 ais pempnas Auofiayeo Buppng eere aBeioys 3 fi069ye9 f oBajpo Buping 0 83d xauuy jeuoney e Na eposon yy Yeu puotev HN yoalgo ubisap jo aue S002 L 2661N3 23 Buweip am anpug Jio ufiseq A apd diay dmes yoday ubisaq suonsasyaays sapweeg ay www runet software com Copyright RUNET Software Steel Portal Frame EC3 RUNET software 5 Main screen 5 1 5 2 21 Single bay portal frame EC3 EN1993 1 1 2005 C Program Files RUNET PFR Projects Ex30x730 SteelPortal 0 EE File Parameters Steelsections Design Report Setup Help Update f Desi EC3 EN1993 1 1 2005 NA National Annex NA Eurocode EN Name of design object PFR 0 Building category Category E storage areas Structural steel grade EN1993 1 1 3 2 S275 yz275N mnf fu 430N mm v Steel sections EN1993 1 1 5 T Steel section for column IPE 600 T Standard sections 8 Steel section for rafter IPE 500 T Welded fabric
53. l partial factors yMO yM1 yM2 S 355 M ML fy 255N mn fu 470N mm are set according to the national Annex selected S 420 M ML fy 420N mrr fu 520N mm 13 2 Steel grades included in the program S 235 EN 10025 2 fy40 235 fu40 360 S 275 EN 10025 2 fy40 275 fu40 430 S 355 EN 10025 2 fy40 355 fu40 510 S 450 EN 10025 2 fy40 440 fu40 550 S 275 N NL EN 10025 3 fy40 275 fu40 390 S 355 N NL EN 10025 3 fy40 355 fu40 490 S 420 N NL EN 10025 3 fy40 420 fu40 520 S 460 N NL EN 10025 3 fy40 460 fu40 540 S 275 M ML EN 10025 4 fy40 275 fu40 370 S 355 M ML EN 10025 4 fy40 355 fu40 470 S 420 M ML EN 10025 4 fy40 420 fu40 520 S 460 M ML EN 10025 4 fy40 460 fu40 540 S 235 W EN 10025 5 fy40 235 fu40 360 S 355 W EN 10025 5 fy40 355 fu40 510 S 460 Q QL EN 10025 6 fy40 460 fu40 570 S 235 H EN 10210 1 fy40 235 fu40 360 S 275 H EN 10210 1 fy40 275 fu40 430 S 355 H EN 10210 1 fy40 355 fu40 510 S 275 NH NLH EN 10210 1 fy40 275 fu40 390 S 355 NH NLH EN 10210 1 fy40 355 fu40 490 S 420 NH NLH EN 10210 1 fy40 420 fu40 540 S 460 NH NLH EN 10210 1 fy40 460 fu40 560 S 460 NH NLH EN 10210 1 fy40 460 fu40 560 S 460 NH NLH EN 10210 1 fy40 460 fu40 560 S 460 NH NLH EN 10210 1 fy40 460 fu40 560 Copyright RUNET Software www runet software com 18 Steel Portal Frame EC3 RUNET software 13 3 Cross sections Specify the cross section for the columns the rafters purlins and transverse bracing All the standard hot rolled or cold format cross se
54. med by checking the deflections for all the SLS load cases after a first order analysis Load combinations SLS Ed Gk Qk1 yo Qk2 wo Qk3 Characteristic combination Eq 6 14b p P5 Ed Gk w1 Qk1 w2 Qk2 w2 Qk3 Frequent combination Eq 6 15b Ed Gk w2 Qk1 y2 Qk2 w2 Qk3 Quasi permanent combination Eq 6 16b The basic deflection checks are for the maximum vertical deflection in the apex and the maximum horizontal deflection at the top of the columns The limits for these deflections are usually defined in the National Annex EN1993 1 1 7 2 and EN 1990 Annex A1 4 According to EN1993 1 1 these limits may be specified for each project and agree with the client The limits for deflections in the program can be specified in Parameters Design parameters Usual values vertical deflection L 200 horizontal deflection H 150 vertical deflection due to bending L 200 16 10 Ultimate limit states EN 1993 1 1 2005 6 2 16 10 1 Tension EN 1993 1 1 2005 6 2 3 N EH lt EN 1993 1 1 6 5 N ra Design plastic resistance of the cross section A f N gra a EN 1993 1 1 6 6 Ymo Design ultimate resistance of net cross section at holes for fasteners N ra A EN 1993 1 1 6 7 Ym2 A area of cross section A area of net cross section minus holes net f yield strength of steel f ultimate strength of steel Ymo Ym Partial factors for material 16 10 2 Compression EN 1993 1 1 2005
55. n ahhh nada sana rana nnn nnn 31 16 8 Classification of cross sections EN 1993 1 1 2005 8 5 5 wc ccee cece ence eee eaeeees 32 16 9 Design for SLS EN1993 1 1 8 7 2 hee nana ree a E ca R3 ga pac EE eRa ga 34 16 10 Ultimate limit states EN 1993 1 1 2005 8 6 2 csssssssssseseen nmm 34 16 10 1 Tension EN 1993 1 1 2005 8 6 2 3 icescsseesses nn ae aat nans aa snas s ees are vare senses 34 Copyright RUNET Software www runet software com 2 Steel Portal Frame EC3 RUNET software 16 10 2 Compression EN 1993 1 1 2005 8 6 2 4 decsdasissiscissisalssieaveivetvetveveine s eren neenon noniine 34 16 10 3 Bending moment EN 1993 1 1 2005 8 6 2 5 ssssssssseeeeenenenenemememememememe nennen 35 16 10 4 Bi axial bending EN 1993 1 1 2005 8 6 2 9 sssssesssesrernssnrernresrernnenreonsesreonsesreonsesse 36 16 10 5 Shear EN 1993 1 1 2005 8 6 2 6 iie od RR RE HERRERA asnasa ET ann inasa sasia 36 16 10 6 Buckling resistance of uniform members in compression eeeeen ee ee enna eae 37 16 10 7 Lateral torsional buckling for uniform members EN 1993 1 1 2005 8 6 3 2 39 16 10 8 Uniform members in bending and compression EN 1993 1 1 2005 8 6 3 4 40 16 11 Connections Eurocode 3 1 8 2005 cic cesse seecsce sies a nada sa aiaa 42 16 12 Bracing AITNE OLLL ITI III TEE 42 16 13 FOU GG OM cares geass I EH K Err x 43 16 13 1 Design Of footing Rx Re c Medis E EE NNNM Ea M MEM M RENE M MED T DIDI 43 16
56. nding Axis of bending Part subject to Part subject to bending and compression compression Stress distribution in parts compression positive when gt 0 5 c when amp 0 5 when a 0 5 c t Stress distribution in parts compression ositive P vt 42g when y 1 c t lt 0 67 0 33y when y 1 c t lt 62e 1 wAcw Copyright RUNET Software www runet software com 32 Steel Portal Frame EC3 RUNET software Table 5 2 EN 1993 1 1 2005 Outstanding flanges Outstand flanges Rolled sections Welded sections Part subject to bending and compression Tip in compression Tip in tension Part subject to compression Stress distribution in parts compression positive 1 gt Stress distribution in parts compression positive 04e IE c t 2leJk io For kg see EN 1993 1 5 355 420 460 Does not apply to angles in Refer also to Outstand flanges continuous contact with other see sheet 2 of 3 components Stress distribution across section compression ositive Tubular sections Section in bending and or compression d t amp 50e d t amp 70e d t 90e NOTE For d t 90 see EN 1993 1 6 Copyright RUNET Software www runet software com 33 Steel Portal Frame EC3 RUNET software 16 9 Design for SLS EN1993 1 1 7 2 The analysis for Serviceability Limit State SLS is perfor
57. nections Copyright RUNET Software www runet software com 5 Steel Portal Frame EC3 RUNET software 3 Program features Automatic production of structure geometry with minimum data entering All necessary data on one screen Analysis and design of the structure simultaneously solution with data changes Error messages for inadequate design in a specialized window Design parts are marked OK or error Selection of National Annex snow wind and earthquake region Material and code parameters can be modified Tools for evaluating snow load according to EN1991 1 3 wind load according to EN1991 1 4 and earthquake load according to EN1998 1 1 from environmental data All the load combination for Ultimate limit state ULS EQU STR serviceability limit state SLS and analysis for seismic loading according to EN1990 1 1 Full library with steel section profiles Welded fabricated profiles can be used Editor for properties of welded fabricated profiles Linear elastic finite element analysis with modified element stiffness for the haunch effect Imperfections with equivalent loads Second order effects using ac and amplification factors EN1993 1 1 85 2 Complete design verification according to EN1993 1 1 for section classification cross section resistance and member in plane out of plane and lateral torsional buckling Design of bolted connections for Apex and Eave and base according to EN1993 1 8 Design of column base joint acc
58. neral Wmaxc L f3 f3 200 0 Roof deflection due to variable action w3 lt L t4 f4 250 0 Limit roof slope to consider snow and wind load as for flat frame acs 20 Column buckling Lateral and torsional buckling length at haunch bottom or distance between torsional restraints Lateral and torsional buckling length at system length or distance between torsional restraints conserrvately Rafter buckling Lateral buckling length at span the purlin spacing torsional buckling the distance between torsional restraints Lateral and torsional buckling length the distance between torsional restraints conservately system length points of axis Out of plane buckling and torsional buckling and lateral torsional buckling critical buckling Lcr the column height up to the haunch or the distance of lateral restrains Lm1 if is specified smaller than the column 2 conservatively Out of plane buckling and torsional buckling system length or the distance of lateral restr Rafters 1 most reasonable default e the first buckling mode e between torsional restraints Lm2 2 conservatively e In plane buckling Lcr system length Le Le At haunch bottom at system le Copyright RUNET Software ength In plane buckling Lcr system length points of axis and lateral torsional buckling Lcr the ains Lm1 In plane buckling Lcr system length This s computed from the total span L and Lateral buckling len
59. ocode 1 4 2005 The wind pressure on vertical surface is specified in kN m2 Click YN and in this window you compute the wind pressure from the wind velocity and the topography of the region according to Eurocode 1 4 2005 The wind load is computed for various places at the roof and the vertical walls according to Eurocode 1 4 2005 87 2 5 and Tab 7 4a and Tab 7 1 The wind region which specifies the wind velocity is selected from Parameters Basic wind velocity Wind internal pressure wi in kN m2 This is internal pressure and it acts from inside outwards on the walls and roof It is subtracted directly without further multiplication by pressure coefficients from any uplift wind pressure on the outside surfaces Copyright RUNET Software 9 www runet software com 22 Steel Portal Frame EC3 RUNET software 13 5 3 Seismic load Eurocode 8 1 2004 Seismic coetfisients ECB EN1998 1 1 2004 a The program performs a verification of the RE t 2 Tong structure under seismic loading using both Lateral o force method and Modal superposition spectrum Ue asean aa oes wan die gg g 01602 4 ayam 0s j wvzontal wnical analysis H n E Basic value used in the seismic design is the ratio EE of horizontal seismic acceleration Click and a eaa siS 1 special dialog window appears where you may in Fandanert vbcaton posod EC0 542222 T 0 T Tee 2 d
60. ocode 3 1 5 Plated structural elements EN1993 1 8 2005 Eurocode 3 1 8 Design of Joints EN1997 1 1 2004 Eurocode 7 Geotechnical design EN1998 1 1 2004 Eurocode 8 Design in earthquake environment Copyright RUNET Software www runet software com RUNET software Steel Portal Frame EC3 jios uonepunoj Jo salvador i zx w sleuajew pue suorsuauip Bunoo ajaiauo 4 ainssaid yea anssed asequunpo e an oai C ue gy H Sroove amigo A wung osob 8 saqyadond jog ooma Ue ooz fa uS osz 8 icr 80h puoi 0 ouessa H Ujdap yuawepuno4 4 l quawepuno4 u ze u po 2 gg wouyyano9 ayerouog 20068 06 529 LI aseg uunpj ssejo 93 5 ajaluo VLLBSLN3 1 2B6LN3 Bunoo ajaioung se Aenuony 13NMY asn paraysibay PLOZ OL PO S2A LINNY O 32Ure1 euoqjseis yoday Buweig is uotjejnduoo orn _suonejnduo El ad i0u3ue pue saysuapoeaeya joq 103uy sansuajejeuo yoq apeJb aas ssauyanyy aged ape ufuans yog go N eyep uonaauuog e OR Of OR soon Buipeo austas pue pulm mous 10j ejep euorf ar Bupeoj ausies e uraa jo peoj pue Buueaoa joo T aun 0000 Fo sun s oezo pe aun Q0 ibam ainssaid euusqur pua Bupeo pulm peo moug E wgg oe 0 qn Na speaon3 SPEO ips zexs upgeey qez uofegeudy A ume
61. on web thickness tw mm Section flange thickness tf mm Weld a mm Welded section welded 1200 Cross section welded I200 S 355 Dimensions of cross section Depth of cross section 200 00 mm Width of cross section 100 00 mm Web depth 184 00 mm Depth of straight portion of web 169 86 mm Web thickness 6 00 nn Flange thickness 8 00 nm Radius of root fillet 5 00 nn Mass 21 24 Kg n Properties of cross section Area 2704 mm Second moment of area Iy 1 7869E007 mm 4 Iz 1 3366E006 mm 4 Section modulus Wy 178689 mm Wz 26733 mm Plastic section modulus Wpy 204384 mm Wpz 41656 mu Radius of gyration iy 81 m iz 22 mm Shear area Avz 1152 mn Avy 1600 mm Torsional constant It 47169 un 4 ip Warping constant Iw 1 2288E010 mm 6 Weld a 5 nm Copyright RUNET Software www runet software com 20 Steel Portal Frame EC3 13 4 Structure data Design Overview Design of Purlins v Bay width L 30 000 7 H 7 300 Design of connections v vi Total height max S H Column height g Hig 5 988 IL L 3 EI Seismic design Design of concrete footing Design of lateral bracing system Design of M embers 4b 4b 4b 4b 4 Total length B 72 000 m Spacing of frames s 7 200 m Supports A e db O Haunch at rafter joint F LAO 0 10xL v Lateral bracing of columns Lmi 3 000 m Torsional restrains of rafters Lm2 6 000 m Cladding Sheeting S
62. or rafter sections Specify steel sections Click ji to pre estimate the section sizes Click Computations If an error window appears with messages try to refine the model by changing the cross sections Check the window with design overview if all design parts are OK le Drawing Preview the Drawing of the structure and details Click lE to preview the design report You can print the report from the preview 10 Check Auto computation Y Auto computation Refine the design Copyright RUNET Software www runet software com 9 Steel Portal Frame EC3 RUNET software 7 Files iM Parameters New Open Reopen Save Save As New ss it Open A standard windows dialog is displayed where you should select a file name eopen Reopen Keeps a list of the five 5 more recent files to open them directly All the data of a project are saved in file SteelPortalFrameEC3 Save After you opened an old or new file the changes are saved automatically In the folder examples you will find examples of ready frame structures Save As Exit 8 Parameters Steel sections Design Report Setup Help Update NA National Annex NA Eurocode EN Basic program parameters for materials design Materials S 355 C25 30 B500C Dense sand parameters and regions for snow wind and earthquake Dean Parameters i V TERO by TA v Ci ve loadi ng Snow load on the ground Central West z 1 A 100m Sk 0 19kN m Basic wind v
63. ording to EN1993 1 8 Anchoring system to resist uplift forces according to CEN TS 1992 4 Base connection can be pinned or rigid Design of concrete foundation according to EN1997 1 1 and EN1992 1 1 Design for seismic loading using both Lateral force method and Modal superposition spectrum analysis according to EN1998 1 1 Design of purlins Continuous or simply supported purlins lateral restrained or not The degree of restrain due to sheeting is evaluated Design of vertical and horizontal lateral bracing system Detailed report with diagrams of internal forces connection drawings References to Eurocode paragraphs report of analytical formulas and calculations Table of contents e PDF and DOC export of the report e Report contents and design parts can be selected e Detailed drawing of the structure and the connection details e CAD tools to preview and adjust the drawings with dxf pdf and wmf export 4 Eurocodes used in SteelPortalFrameEC3 EN1990 2002 Eurocode 0 Basis of Structural Design EN1991 1 1 2002 Eurocode 1 1 Actions on structures EN1991 1 3 2003 Eurocode 1 3 Snow loads EN1991 1 4 2005 Eurocode 1 4 Wind actions EN1992 1 1 2004 Eurocode 2 Reinforced concrete CEN TS 1992 4 1 2009 Design of fastenings in concrete General CEN TS 1992 4 2 2009 Design of fastenings Headed Fasteners EN1993 1 1 2005 Eurocode 3 1 1 Design of Steel structures EN1993 1 3 2005 Eurocode 3 1 3 Cold formed members EN1993 1 5 2006 Eur
64. ort Seismic design z V Design of concrete footing Medium report Vi Design of lateral bracing system C Short report OK X Cancel Help report If you don t want to perform these design parts you have to uncheck them from Active design parts Copyright RUNET Software www runet software com 15 Steel Portal Frame EC3 11 1 Report menu Compute Perform all the design computations Report Preview print the report Report contents You can select the drawings and the chapters to appear in the report Report setup font settings captions footnotes etc for report Printer Standard dialog to select printer and printer properties Drawing opens the CAD drawing window 11 2 Report setup RUNET software Preview report Print report Report contents Report setup Report Adjust the appearance and contents of header footer report margins and font Page setup Select the Paper size printing on both sides Paragraphs Adjust the distance between the report lines usually for best appearance 4mm You can choose to have each chapter to start on a new page The errors appear in red or other colour p ae mlb Reset X Clove Helo Report setup EX Repat Page setup Paragraphs Graphics ete Fin Espot ry Hede ty Mon ipe Copyright RUNET Software 9 Repat Page setup Paragraph Graphics etc Fin Espot Report Page setup Psreg
65. partial factors for material When bending moment acts together with axial force design check is performed according to Copyright RUNET Software www runet software com 35 Steel Portal Frame EC3 Mg M y ra N 2 M yra M pira a pl Rd RUNET software EN 1993 1 1 6 31 EN 1993 1 1 6 32 In case the design value of shear is V gt 0 50V g4 the reduced yield strength is used 1 p fy where p Ed pl Rd 16 10 4 Bi axial bending EN 1993 1 1 2005 6 2 9 Q B M M y Ed 4 lt 1 M ra M ra For I and H sections a 2 B 5n B21 N Ned Nopi ra For circular hollow sections a 2 B 2 For rectangular hollow sections a B 1 66 1 1 13 n 16 10 5 Shear EN 1993 1 1 2005 6 2 6 Via eg V ond Plastic shear resistance parallel to the cross section web u _ Ay f V ra V izra NE 3Y uo Plastic shear resistance parallel to the cross section flanges Ay fy V na V y Ra J3y MO A shear areas parallel to the cross section web or flanges fy yield strength of steel Ymo partial factors for material EN 1993 1 1 6 29 EN 1993 1 1 6 41 EN 1993 1 1 6 17 EN 1993 1 1 6 18 EN 1993 1 1 6 18 Copyright RUNET Software www runet software com 36 Steel Portal Frame EC3 RUNET software 16 10 6 Buckling resistance of uniform members in compression EN 1993 1 1 2005 6 3 1 Buckling resistance due to compression N lt EN 1993 1
66. pported on purlins The thickness of the sheeting tw mm and the profile height hw mm are used for estimating the degree of lateral restrain of the purlins The spacing of purlins is the distance between the purlin axes The section of purlins must be a symmetric section If you select purlin laterally unrestrained then the possible restraining of the purlin due to sheeting is disregarded If you select purlin laterally restrained then the restraining due to sheeting is evaluated and used for wind pressure sagging and for the purlin is considered laterally unrestrained for wind uplift hogging For the evaluation of the N 222 2h t10 dimensioning bending moments and shear forces you may choose Simply supported purlin or Continuous purlin In the second case the purlin is considered continuous over many spans The spacing of the lateral bracing for columns and torsional bracing for rafters is used for the lateral torsional buckling design Check the way they applied in parameters design parameters Copyright RUNET Software www runet software com 21 Steel Portal Frame EC3 RUNET software 13 5 Loads The program automatically forms and evaluates all the load combinations in ultimate limit state ULS EQU STR and serviceability limit state SLS The partial factors for loading and load combination factors are taken according to Eurocode 0 and National Annex The basic loads are Loads EN1991 1 1
67. r bolt diameters are not adequate an error window appears with appropriate error messages for the verifications that are not verified In addition v if you preview the report you will see in red extended error V Design of connections messages at the place the calculations or verifications are Seismic design Y Design Overview v Design of Members Design of Purlins e performed Design of concrete footing Design of lateral bracing system In the design overview window it is displayed which designs are verified The program automatically increases plate thicknesses bolt diameters or foundation width to achieve design verification 11 Report Click Report and the full design report with detailed analysis drawings and references to Eurocodes is displayed Warning message in red colour appears in the report for the design parts for which the verifications fail The report is organized in numbered paragraphs Some basic chapters start on a new page From Report Report setup you can select to start every chapter on a new page In the end of the report an extended table of contents is included e rw You go front and back pages in the report or jump to a specific page wit From the preview you can print all or part of the report and export to PDF and Word file Copyright RUNET Software www runet software com 14 Steel Portal Frame EC3 RUNET software PER 12 10 2014 i
68. round type Connection data plate thickness and steel grade bolt characteristics Anchor bolt characteristics Concrete footing dimensions and material Properties of foundation soil Horizontal forces can be resisted with steel tie at column base or passive earth pressure 6 10 steps How to work with the program 1 To avoid the computations being slow uncheck Auto computation Y Auto computation on the left of button line If it is checked the computations are performed at the same moment you change some of the data and your computer might be slow when it is turned on When the computations are completed the full design of the structure is done If the computer is not very fast it may be a small delay when you entering data if the Auto computation is checked So until you enter all the basic data for the structure and loads keep Auto computations unchecked Check the National Annex to be appropriate on the top right of the window If not reset from Parameters National Annex or click on NA Eurocode EN Check snow wind and earthquake regions If the regions are not right reset from Parameters or click on the corresponding fields Enter the basic structure dimensions and loads If the structure is flat enter first H1 and then H Select pinned or rigid base connection e A Specify the haunch size as ratio of total length 0 when there is no haunch Select Standard or welded fabricated steel profiles for column
69. s added increase underpressure to the external wind pressure situation 16 1 5 Earthquake loading EN1998 1 2004 The earthquake loading is defined from the ground acceleration and the design spectrum according to Eurocode 8 EN1998 1 2004 Copyright RUNET Software www runet software com 2 0 1 6 1 0 0 8 1 Mn Illy O 15 30 45 60 a p a m O5u a H mla 0 5y a C Wind load is computed according to of EN1991 4 2005 87 2 5 from the wind peak velocity 1 10 60 4 I 10 60 4 140 1 40 42 00 m 27 Steel Portal Frame EC3 RUNET software 16 2 Design load combinations EN1990 2002 All the necessary load combinations defined in EurocodeO EN1990 2002 are considered and the resulting design forces are checked in the strength verifications 16 2 1 Load combination factors EN1990 Tab A1 1 Category H roofs Qk wo 0 00 w1 0 00 w2 0 00 Snow loads on buildings Qs wo 0 50 w1 0 20 w2 0 00 Wind loads on buildings Qw wo 0 60 w1 0 20 w2 0 00 16 2 2 Ultimate Limit State ULS EQU Ed yG Gk yQ Qk1 yQ yo Qk2 Eq 6 10 yG sup 1 10 Unfavourable yG inf 0 90 Favourable yQ 721 50 Unfavourable yQ 0 00 Favourable Load combinations ULS EQU Permanent load Gk Imposed load Qk Snow load Qs1 Qs2 Qs3 Wind load Qw1 Qw2 L C 101 1 10Gk 1 50Qk Eq 6 10 L C 102 1 10Gk 1 50Qs1 Eq 6 10 L C 103 1 10Gk 1 5
70. show preview the report Report contents Adjust the contents of the report Window with wire drawing of the structure The sketch of the structure appears and adjusted as you enter the data Window with design overview Basic design parts are checked if the design is verified or not Structure data and loads All the structural data materials sections loads and load data are shown in the main window When you change data values and the Auto compute is checked the computations are performed simultaneously Structure data and load data National Annex Building category Structure dimensions lengths heights frame spacing Support conditions pinned of fixed base Haunch size L 20 L 10 L 8 L 6 6 or O for frames without haunch Copyright RUNET Software www runet software com 8 Steel Portal Frame EC3 RUNET software Roofing dimensions cladding and purlins Continuous or simply supported purlins Spacing of lateral bracing for columns Spacing for lateral torsional constraints for rafters Steel grade Steel sections for columns rafter and bracing Selection from full library of profiles Standard or Welded fabricated profiles for columns and rafters Snow load Can be selected from snow region and altitude Wind loading May be selected from wind region altitude and terrain configuration Wind internal pressure Roof covering and ceiling load under Seismic loading May be selected from seismic region and g
71. the design values of geotechnical parameters according to Eurocode 7 Annex A EQU STR and GEO limit states and can be modified in Parameters Design parameters NAD parameters material factors Only vertical load A BxL Vertical load N and moment M A BxL L effective foundation length L L 2xe e M N load eccentricity 16 13 2 Passive earth pressure Passive earth pressure is the resultant pressure developed by a granular material against some surface when the latter shifts over a small distance towards the material The basic assumptions for lateral earth pressure using a simplified wedge theory are set by Coulomb 1736 1806 R K cos2 tq 8 Y sin g 3 sin y 8 T cos B cos 8 6 h cos 8 8 cos B P 9 angle of internal friction of soil 6 angle of wall friction Copyright RUNET Software 9 www runet software com 43 Steel Portal Frame EC3 RUNET software 17 Standards and Bibliography EN 1990 2002 A1 2005 AC 2010 Eurocode Basis of structural design EN 1991 1 1 2002 AC 2009 Eurocode 1 Actions on structures Part 1 1 General actions Densities self weight imposed loads for buildings EN 1991 1 2 2002 AC 2013 Eurocode 1 Actions on structures Part 1 2 General actions Actions on structures exposed to fire EN 1991 1 3 2003 AC 2009 Eurocode 1 Actions on structures Part 1 3 General actions Snow loads EN 1991 1 4 2005 A1 2010 Eurocode 1 Actions on structures Part 1 4 Gener
72. up English Set current data as Default Initial values Saves the current structure data When you start the program next Reset time these values will be loaded If you instead of Save click Reset the Initial values from the program are loaded 10 Computations Click Lomputationt to perform all the computations Auto computation if checked the X Enor Inoue dein Design of Puris Purin deflections Serviceabiity Limit State SLS Check is NOT verified BE computations are performed at the same time the data DssignofPurins Putin section 1 36 43 36 2 00 6 89 3 27 1 00 1 63 1 Check is NOT verified Purin section EC386 2 9 are changed This may sometimes if slow computer BUS Li Tor Venial deflection L 175 lt L 200 0 Check is NOT vetied C3 72 1 ULS Column My ed 932 00 kNm gt 778 87 kNm My rd Mply rd Check is NOT verified EC386 2 5 delay the changing of input data It is advised to Colum Ide 992 00 Nn 77887 im Hor Checkis NOT vered uncheck Auto computation when you form the model Golm n My ed 792 23 kNm gt 778 87 kNm Mb rd Check is NOT verified EC356 3 2 s ULS Column Lateral torsional buckling 1 073 1 000 Check is NOT verified EC356 3 2Eq 6 61 and when you make a lot of input data adjustments Cannot design a reasonable Apex connection change cross sections Cannot design a reasonable Eve connection change cross sections Y If the sections plate thickness o
73. ware Yui 1 00 Yw2 1 25 Usual values for concrete structures EN1992 1 1 Tab 2 1N Yc 1 50 concrete Ys 1 15 reinforcing steel 16 6 Second order effects EN1993 1 1 85 2 1 The material behaviour is considered linear elastic The second order effects are geometrical P A and P effects The practical consequence of P A effects is to reduce the stiffness of the frame with a result the increase of the deflections and the internal forces beyond the ones calculated from first order analysis The effects of the deformed geometry are quantified using the factor a EN1993 1 1 85 2 1 acr Fcr Fed EN1993 1 1 Eq 5 1 Fed is the design loading of the structure Fcr is the elastic critical buckling load for global instability mode based on initial elastic stiffness The frame is considered sufficiently stiff and second order effects may be ignored in a first order analysis if a 10 For portal frames with shallow slopes according to EN1993 1 1 85 2 1 4 aq can be estimated as de Baf EN1993 1 1 Eq 5 2 Vu Dg Hed total design the total design horizontal load Ved total design vertical load Shea is the horizontal displacement at the top of the columns h is the column height Axial force in the rafters may be assumed to be significant if Af A 0 5 EN1993 1 1 Eq 5 3 Ed According to EN1993 1 1 5 2 2 5 single story portal frames designed based on elastic analysis the global analysis second
74. ww runet software com 25 Steel Portal Frame EC3 RUNET software 14 Design Considerations Active parts of the design Active Design parts lt e Design of members always active E v M Design of purlins F pate a al Design of connections Design of connections e Seismic design alles TM r s esign or concrete footing Design of concrete foundation Design of lateral bracing system e Design of lateral bracing system On the design overview you can see the various parts of the design A green check OK shows that this part of design is verified a red cross shows inadequate design If there are no marks then this design part is not active Active design parts are selected by click at or from the Es report contents B 15 Error messages When the verification checks are not satisfied error messages appear in red in the report and in a special window that appears on the main screen These errors are e acr Fcr Fed 3 Change cross sections or perform second order analysis 85 2 2 1 Second order effects are significant in dynamic analysis EC8 84 4 2 2 2 020 2 and second order P D affects must be taken into account with a second order analysis If 0 0 2 the program uses the multiplier 1 1 6 to take into account the second order effects e Limit for Vertical deflection is exceeded SLS serviceability limit state EC3 87 2 1 The limit value can be st in menu Parameters design parameters e

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