Verification Example Cap Plate Connection Of CHS Profile
Verification example Cap plate connection of CHS profile Type of connection: Cap plate connection of CHS profile Unit system: Metric Designed acc. to: AISC 360-10 Investigated: Bolts, Plates, Welds Materials: Steel A36, Bolts A490M, Weld E70XX Geometry: Profile: HEA 200 Bolts: M16 – A490M Spacing of bolts 60mm Profile: PIPE 82.5 X4 ALL plates have the same thickness: tp 10 mm
Applied forces: V 0 kN N 110 kN M 0 kNm Procedure: Bolts are considered to be only in shear (in threaded parts). IDEA StatiCa takes into account the tension force in bolts caused by eccentricity. This interaction however doesn’t determine the design. IDEA StatiCa Connection – results Von Mieses stress
Plastic strain ratio Direction of resultants in bolts Welds results:
AISC 360-10 and Steel construction manual – results Pipe - End Tee Connection (AISC 360-10- Design Guide 24) Tension force NEd 110 kN Weld electrode E70XX Gusset Plate: 5 plate thickness d1 10 mm Plate and beam steel: 110 mm Single plate plate width bP tp 10 5 5 Number of plates: e1 40 fy fu tP 10 mm - width as stem plate 2 bolt spacing s 60 mm e1 40 mm e2 50 mm s2 0 mm number of bolts n 2 pcs e1 MPa MPa Φb 0,9 225 Φ 0,75 E 200 GPa d0 18 mm A 201 mm2 MPa 1 number of row r s 60 250 400 Φbfy Bolts: number of columns m 40 e1 40 e1 40 j PL100/ 10 Cap: s 60 j Stem plate: s 60 e1 40 e1 40 10 mm A36 Shear strength per 1 bolt: 92 Fnv kN acc. Table J3.2 e2 th. 50 10 mm 2 bL 100 bP 110 Unit Check: acc. AISC 360-10 - J3.6 Class A490M Cap plate connection: 0,0% OK Welds: Buckling of gusset plate/stem: Bolt shear capacity n ΦFnv 16 x Utilization of connection: 79,8% OK in threaded part of bolts 91,7% OK 79,5% OK Bolts are in single shear 138 kN 0,80 NEd / n Φ Fnv Bearing capacity OK (Deformation at bolt hole at service load is a consideration - J3.10 - a-i) dB0 d0 2 mm 20 mm ( 2mm acc. B4.3b) minimal thickness of connected plates: 10 mm Thickness of pipe plate t 10mm is decisive. At edge: Between holes: Lc e1 - dB0/2 30 mm Rn 1,2Lc fu t 144 Rn 144 kN ΦRn 108 kN Ned 110 kN NEd /n ΣΦRn Block shear rupture 55 223 154 kN Rn 1,2Lc fu t kN 0,51 OK 40 mm 192 Rn 154 kN ΦRn 115 kN (r-1)ΦRn 115 kN kN 0,47 OK as whole acc. AISC 360-10 - J4.3 Thickness of pipe plate t 10mm is decisive. 1st row Last row Ant Agt Ant Agt Ant Agt Ant Agt Last row Ant Agt Anv Agv Rn ΦRn NEd UC: Anv Agv Rn ΦRn NEd UC: Anv Agv Rn ΦRn NEd UC: Last row Anv Agv Rn ΦRn NEd UC: Anv Agv Rn ΦRn NEd UC: Last row 1st row Ant Ant 800mm2 Ant 400mm2 Ant 400mm2 Agt Agt 1000mm2 Agt 500mm2 Agt 500mm2 Anv Anv 0mm2 Anv 300mm2 Anv 700mm2 Agv Agv 0mm2 Agv 400mm2 Agv 1000mm2 Rn Rn 320 kN Rn 220 kN Rn 310 kN ΦRn ΦRn 240 kN ΦRn 165 kN ΦRn 233 kN NEd UC: NEd UC: 110 kN NEd UC: 55 kN NEd UC: 110 kN 0,46 0,33 Cap plate connection acc. AISC 360-10 - K2 - Table K1.1 Welds are taken as E70XX electrode D 82,5 mm t 4 mm Length of connection (weld/slot): ΦRn 1,00 120 kN 120 kN must be less fy A Weld: Cap - pipe Aw min( 2w/20,5(5tp lb);πDw/20,5) ΦRn 0,75* 0,6* 0,483 *1,5 * Aw Plate tensile yielding/rupture Whitmore's section: 154 w Aw,g 247 kN NEd 110 kN 0,92 OK Weld: Stem - cap 2 Aw 2w/20,5bL 707 mm OK ΦRn 231 kN 424 mm2 138 kN acc. AISC 360-10 - J4.1 69 mm 2 693 mm Tensile yielding: Rn fRn UC: kN (in total between holes) Last row 1st row Φ Rn 2,4 d t fu 0,49 OK kN Ubs 1,0 1st row Lc s - dB0 2,4 d t fu A area; n net; g gross; t tension; v shear t 173 kN 156 kN 0,71 OK Welds as whole: 0,80 Thickness of stem plate t 10mm is decisive. Aw,net 2 493 mm Tensile rupture: 0,85Aw,g Rn 197 kN fRn UC: 148 kN 0,74 2 589 mm - 0,85 A w,g is used 0,47
Comparison: The results of both IDEA StatiCa design and manual computation according to AISC 360-10 gives comparable values: Bolt check: Both results give the same values. (Unit check about 80%) Plate check: Local Yielding of HSS determines the connection. Von Mises stress shows stress concentration in the same area. Results are justified. Weld: In general, the weld check gives different values for IDEA StatiCa and standard approach. However, the approach given in AISC360-10 is very approximate. Cap-pipe: Acc. standard approach the unit check is 110kN/138kN 0.791. IDEA StatiCa gives the value 0.563 Stem-cap: Acc. standard approach the unit check is 110kN/231kN 0.476. IDEA StatiCa gives the value 0.719
Pipe - End Tee Connection (AISC 360-10- Design Guide 24) Tension force kN Weld electrode E70XX Gusset Plate: 5 5 plate thickness d 1 10 mm Plate and beam steel: A36 5 plate width b P 110 mm Number of plates:; : f y 250 MPa 10 mm f u 400 MPa 40 1 Stem plate: PL100/ 10 - b 0,9 Cap: t P 10 mm - b f y 225 MPa - width as stem plate .
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