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1. Heslo je : Nevim MANUAL 1 Choose profiles + material2 Fulfill input cells on the first page3 EVERYTHING SHALL BE OK IN INPUTS AREA - IF NOT THE RESULTS COULD BE WRONG BASE ON EN 1993-1-8:2005 Design of jointsthe numbering behind formula are relevant to this code PURPOSE To be able calculate the nominal pinned bolted (tension+ shear) joints with End-plate.Exaples: columns in truss, beam hangers . CALCULATION SHEET CONTRACT No:xx-SHEET NoREV. 0 Calc.No: base on EN 1993-1-8 DATEBY PSI INPUTS Profile h = 230 mm t f = 12 mmb = 240 mm t w = 7.5 mm r 1 = 21 mm γ M0 = 1.00 End-plate t pl = 15 mmb pl = 180 mm Shear plane is in the threaded portion / YES-NO h pl = 230 mm e1 p1 e2 p2 ww = 100 mmOKmm mm mm mm mm Bolt Diameter u 1 = 5 mmOK25 40 25 45 65u 2 = -5 mmOK40 65 30 55min. value 100 200 100 200 200 γ M2 = 1.25 p x1 = 60 mm 40 mm Bolt Class p x2 = 110 mm 40 mm p x3 = 0 mm 40 mm p x4 = 0 mm 40 mm do=18 mm p x5 = 0 mm 40 mm Σn bolts = 4 p x6 = 60 mm 40 mm n rows = 2 check of h pl = 230 mmOKL b = 45 mm check of b pl p y1 = 40 mmOK Filled welds a f,e = 3 mmOKa f,i = 4 mma w = 4 mmrec.value Second End-plate/ Profile t p = 15 mmp y2 = 40 mm 40 mm FORCES Shear V zEd = 105.5kN Tension N Ed = 150kN DESIGN RESISTANCE FOR INDIVIDUAL BOLTDESIGN RESISTANCE FOR BOLTS Shear resistance F 1v,Rd = 77.2kN table 3.4. 4 xF v,Rd = 309kN> V zEd OK 0.34Bearing resistance F 1b,Rd = 176.0kN table 3.4. 4 xF t,Rd = 291kN> N Ed OK 0.52Tension resistance F 1t,Rd = 90.4kN table 3.4. Combined shear and tensionPunching shear resistance B 1p,Rd = 244.3kN table 3.4. V zEd N Ed F v,Rd 1.4 F t,Rd DESIGN RESISTANCE OF FILLET WELDS base on theory of plasticity Shear resistance of web F w,Rd = 327.49kN 2*f vw,d *L w *a w β w = 0.80f vw,d = 250N/mm 2 f u /(3)^3/(β w *γ M2 )L w = 164 mm h-2*(t f +r 1 )Tension resistance of flanges F f,Rd = 530.17kN 2*(f vw,d( *L f,i *a f,i +Lf,e*a f,e )L f,i = 131 mm MIN(b,b pl )-t w -2*r 1 L f,e = 180 mm MIN(b,b pl ) DESIGN RESISTANCE FOR CONNECTIONV zRd = 308.8kNOK 0.34 N Rd = 291.2kNOK 0.52 M j,Rd = 31.7 kNm Σh i *F ti,Rd 6.2.7.2 M pl,Rd,profile = 175.0 kNm W y,pl *f y /γ M0 M j,Rd / M pl,Rd,profile = 0.1814 ≤ 0.25 OK 5.2.3.2.(3) CALCULATIONS END-PLATE IN BENDING 6.2.6.5row no. 1 first bolt-row below tension flange of beam p = 110 mm p x2 m = 41.7 mm (w-t w -2*0.8*a w *2 0.5 )/2e = 40 mm p y1 m2 = 43.5 mm p x1 -t f -0.8*a f,i *2 0.5 α = 5.51 figure 6.11effective lengths l eff,cp = 262.2 mm 2πm l eff,nc = 229.9 mm αm l eff,pc = 241.1 mm πm+p l eff,nc = 176.4 mm 0.5p+αm-(2m+0.625e) l eff,1 = 176.4 mm MIN(l eff,nc , l eff,cp ) l eff,2 = 176.4 mm MIN(l eff,nc ) OK Pinned, with End-Plate base on EN 1993-1-8 = 0.342 + 0.368 = 0.71 Apr-12 Pinned, with End-Plate MinimumRecommendedMaximum 74426345.xls.ms_office FLUOR CSA Department 3/180 CALCULATION SHEET CONTRACT No:xx-SHEET NoREV. 0 Calc.No: base on EN 1993-1-8 DATEBY PSIPinned, with End-Plate Apr-12 74426345.xls.ms_office FLUOR CSA Department 4/180
