Analiza unui cadru metalic

7/25/2019 Analiza unui cadru metalic

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Flange Haunch

Standard: EC3


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Flange Haunch DescriptionConnection DetailsPlate: 500mmx220mmx20mmBolts: 20mm 10.9 (As = 0m)Spacing between vertical bolt lines 135mmGroup 1: lines = 1Distance (from upper side of the plate) = 50mmInterm. dist. Between bolts from group 1 = 155mmGroup 2: lines = 3Distance (from previous bolts) = 100mmInterm. dist. Between bolts from group 2 = 100mm

Total bolts number: 10

Connected elements

Element Profiles Height Width Webthicknes

s

Flangethicknes

s

Rounding radius

Material Id

Column HEB300 300mm 300mm 11mm 19mm 27mm S235JRG2

2

Rafter IPE300 300mm 150mm 7.1mm 10.7mm 15mm S235JRG2

4

Design effortsCase name M N V

SimpleMaxTorsor -9.1kNm 438.6kN 3.1kN

Welds thickness

Weld name Thickness

Secondary beam - flange plate 6mm

Secondary beam - web plate 6mm

Bolt properties

Connecting Type Diameter Number ofbolts

Grade Assembly Holediameter

Area

Column -End plate

14399-4 20mm 10 10.9 Mu2S 2mm 0m


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Bolt Verification

Conditions

Min/Max bolt edge distance (on load direction)1.2 * d0 e1 (4 * t + 40mm)26.4mm 50mm 116mmOK

Min/Max bolt edge distance (perpendicular on load direction)1.2 * d0 e2 (4 * t + 40mm)26.4mm 42.5mm 116mmOK

Min/Max bolt spacing distance (on load direction)2.2 * d0 p1 min(14 * t; 200mm)48.4mm 100mm 200mmOK

Bolt Shear Verification

Fv,Ed Fv,RdVEd / (nObj * n) ns * v * fub * As / Mb3.1kN / (1 * 10) 1 * 0.5 * 1000N/mm * 0m / 1.250.3kN 98kN0.32 %OK

Bolt Bearing Verification

Bolt bearing on plateFv,Ed Fb,RdFv,Ed 1 * k1 * b * fu * d * (ti ) / Mb0.3kN 1 * 2.5 * 0.76 * 360N/mm * 20mm * 20mm / 1.250.3kN 218.2kN0.14 %OK

Bolt bearing on main beamFv,Ed Fb,RdFv,Ed 1 * k1 * b * fu * d * (ti ) / Mb

0.3kN 1 * 2.5 * 1 * 360N/mm * 20mm * 19mm / 1.250.3kN 273.6kN0.11 %

OK

Bolt Tension Verification

Ft,Ed Ft,RdMEd * h1 / (nv * (hr 2 )) + NEd / (nObj * nt ) k2 * fub * As / Mb9.1kNm * 344.65mm / (2 * 0.2m) + 438.6kN / (1 * 10) 0.9 * 1000N/mm * 0m / 1.2551.6kN 176.4kN29.27 %


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OK

Bolt Punching Shear Resistance

Ft,Ed Bp,RdFt,Ed 0.6 * * dm * tp * fu / Mb51.6kN 0.6 * 3.14 * 35.03mm * 19mm * 360N/mm / 1.2551.6kN 361.3kN14.29 %OK

Bolt Shear And Tension Verification

Fv,Ed / Fv,Rd + Ft,Ed / (1.4 * Ft,Rd ) 10.3kN / 98kN + 51.6kN / (1.4 * 176.4kN) 10.21 1OK

Design Tension Resistance - Individual Bolt Rows

Bolt row 1:Ft1,Ed Ft1,Rdnv * [MEd * h1 / (nv * (hr 2 )) + NEd / (nObj * nh,t )]min(Ft1,wc,Rd ; Ft1,fc,Rd ; Ft1,ep,Rd )2*[9.1kNm * 344.65mm / (2 * 0.2m) + 438.6kN / (1 * 10)] min(544.9kN; 325.6kN; 235.3kN)103.3kN 235.3kN from(Design tension resistance for end plate in bending)43.9 %OK

Bolt row 2:Ft2,Ed Ft2,Rd

nv * [MEd * h2 / (nv * (hr2

)) + NEd / (nObj * nh,t )]min(Ft2,wc,Rd ; Ft2,fc,Rd ; Ft2,ep,Rd ; Ft2,wb,Rd )2*[9.1kNm * 244.65mm / (2 * 0.2m) + 438.6kN / (1 * 10)] min(544.9kN; 346.2kN; 312.2kN;572.2kN)98.8kN 312.2kN from(Design tension resistance for end plate in bending)31.64 %

OK

Bolt row 3:Ft3,Ed Ft3,Rdnv * [MEd * h3 / (nv * (hr 2 )) + NEd / (nObj * nh,t )]min(Ft3,wc,Rd ; Ft3,fc,Rd ; Ft3,ep,Rd ; Ft3,wb,Rd )2*[9.1kNm * 144.65mm / (2 * 0.2m) + 438.6kN / (1 * 10)] min(544.9kN; 316.3kN; 283.3kN;470.1kN)94.3kN 283.3kN from(Design tension resistance for end plate in bending)

33.27 %OK

Bolt row 4:Ft4,Ed Ft4,Rdnv * [MEd * h4 / (nv * (hr 2 )) + NEd / (nObj * nh,t )]min(Ft4,wc,Rd ; Ft4,fc,Rd ; Ft4,ep,Rd ; Ft4,wb,Rd )2*[9.1kNm * 44.65mm / (2 * 0.2m) + 438.6kN / (1 * 10)] min(544.9kN; 346.2kN; 283.3kN;470.1kN)89.7kN 283.3kN from(Design tension resistance for end plate in bending)31.67 %OK


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Design Tension Resistance - Group of Bolt Rows

Bolt rows 2-3:(Ftr,Ed ) min(Ft2-3,wc,Rd ; Ft2-3,fc,Rd ; Ft2-3,ep,Rd ; Ft2-3,wb,Rd )193kN min(695.6kN; 401.9kN; 509.8kN; 739.1kN)193kN 401.9kN from(Design tension resistance for column flange in bending)48.02 %OK

Bolt rows 3-4:(Ftr,Ed ) min(Ft3-4,wc,Rd ; Ft3-4,fc,Rd ; Ft3-4,ep,Rd ; Ft3-4,wb,Rd )184kN min(673.5kN; 377.2kN; 469.1kN; 595.3kN)184kN 377.2kN from(Design tension resistance for column flange in bending)48.77 %OK

Bolt rows 2-3-4:

(Ftr,Ed ) min(Ft2-3-4,wc,Rd ; Ft2-3-4,fc,Rd ; Ft2-3-4,ep,Rd ; Ft2-3-4,wb,Rd )282.8kN min(766.5kN; 501.2kN; 695.6kN; 864.2kN)282.8kN 501.2kN from(Design tension resistance for column flange in bending)56.42 %

OK

Shear Verification of the Plate

Shear Yielding Verification

VEd Vpl,RdVEd nObj * fy * Av / (M0 * SQRT(3))

3.1kN 1 * 235N/mm * 0.01m / (1 * 1.73)3.1kN 1356.8kN0.23 %OK

Shear Ultimate Verification

VEd Vu,RdVEd nObj * 0.9 * fu * Av,Net / (M2 * SQRT(3))3.1kN 1 * 0.9 * 360N/mm * 0.01m / (1.25 * 1.73)3.1kN 1167.3kN0.27 %OK

Block Tearing Verification

VEd Veff,1,RdVEd nObj * (fu * Ant / M2 + fy * Anv / (M0 * SQRT(3)))3.1kN 1 * (360N/mm * 0m / 1.25 + 235N/mm * 0.01m / (1 * 1.73))3.1kN 2267.8kN0.14 %

OK

Column Verification


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Column Web Panel in Shear

Conditionsd / tw 69 * 208mm / 11mm 69 * 118.91 69OK

Column web panel in shearVwp,Ed Vwp,RdMEd / hf + NEd / 2 0.9 * fy,wc * Avc / (SQRT(3) * M0 )9.1kNm / 289.3mm + 438.6kN / 2 0.9 * 235N/mm * 0m / (1.73 * 1)250.8kN 579.4kN43.28 %OK

Column Web in Transverse Compression

Verification not necessary

Fc,wc,Ed Fc,wc,RdMEd / hf - NEd / 2 min(* kwc * beff,c,wc * twc * fy,wc / M0 ; * kwc * * beff,c,wc * twc * fy,wc /M1 )9.1kNm / 289.3mm - 438.6kN / 2 min(0.81 * 1 * 277.67mm * 11mm * 235N/mm / 1, 0.81 * 1 *1 * 277.67mm * 11mm * 235N/mm / 1)578.7kN = min(578.7kN; 578.7kN)-187.8kN 578.7kN32.46 %OK

Weld Verification

Secondary Beam Flange - Plate

Minimum weld thickness3 mm a3mm 6mmOK

Minimum weld lengthmax(30mm; 6 * a) leff

36mm 44.45mmOK

Weld verificationFw,Ed,Res Fw,RdMEd / hf + NEd / 2 nObj * nw * fvw,d * a * leff9.1kNm / 289.3mm + 438.6kN / 2 1 * 1 * 207.8N/mm * 6mm * 226.9mm250.8kN 283kN88.62 %

OK

Secondary Beam Web - Plate


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Minimum weld thickness3 mm a3mm 6mm

OKMinimum weld lengthmax(30mm; 6 * a) leff36mm 236.6mm

OK

Weld verificationFw,Ed,Res Fw,RdVEd nObj * nw * fvw,d * a * leff3.1kN 1 * 2 * 207.8N/mm * 6mm * 236.6mm3.1kN 590.1kN0.53 %

OK

Rotational Stiffness

Moment - Rotation Diagram

Stiffness - Rotation Diagram


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Conclusion

The connection i s correctly designed to resist the applied forces

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