1955, 5th Street, INDUSTRIAL CENTER SAINT-ROMUALD (QUEBEC) Canada G6W 5M6 TL:(418) 834-1955; Fax: (418) 834-5151
Email:marc.robitaille@supermetal.com
No DOCUMENT / DOCUMENT No
REV. 1 de of
C2919-SK MC 001
Date 26-janv-04 Page
NOTES DE CALCUL / DESIGN BRIEF
GTAA Pier F
Prpar par/ Prepared by
Marc Robitaille P.E, S.E
BOLTED MOMENT CONNECTION
LIMIT STATE DESIGN (S16.1-01) VALUES DESIGN
DESIGN FORCES
Moment: Shear: Axial Force: WWF350x137 Mf= 245 kN-m Vf= 210 kN Af= 200 kN
25 mm
Vr= Vs= Tr= Ab= Fu=
148.0 kN 71.6 kN 264 kN 507 mm 1035 MPa
###
1 in.
TYPE A490 A CLASS FILETS incl
BEAM
W360x45
210 kN W360x45 245 kN-m Slip critical conn. 200 kN Fy= 350 MPa db= 352 mm bb= 171 mm tb= 9.8 mm wb= 6.9 mm kb= 22.0 mm Area= 5730 mm
COLUMN
WWF350x137
Fy= 350 MPa dc= 350 mm bc= 350 mm tc= 20.0 mm wc= 11.0 mm kc= 29.0 mm 210 mm
END PLATE CONNECTION GEOMETRY
49.9 mm
90 mm
49.9 mm
45.0 mm
45 mm
45 mm
352 mm
< 45.0 mm 80 mm c/c
90 mm
45 mm
50 mm 45 mm 45 mm
20 mm
120 mm
View A-A
COLUMN FLANGE CONNECTION GEOMETRY
B
49.9 mm 45 mm 70 mm
350 mm
90 mm
49.9 mm
45.0 mm
45 mm
2 rows < 532 mm
352 mm
45.0 mm
80 mm c/c
90 mm
45 mm
50 mm
B
115 mm
TRANSMISSION BY FAX DESIGN VERIFICATION Date DWG# Rev DWG# BY: Marc Robitaille P.E Rev DWG# Rev
120 mm
115 mm
PROFESSIONAL SEAL
View B-B
To: Fax #: From: Comments:
This document is the sole property or Supermetal Structures inc. and may not be used, loaned or reproduced without the prior written consent of Supermetal Structures inc.
532 mm
2 rows
1955, 5th Street, INDUSTRIAL CENTER SAINT-ROMUALD (QUEBEC) Canada G6W 5M6 TL:(418) 834-1955; Fax: (418) 834-5151 Email:marc.robitaille@supermetal.com
No DOCUMENT / DOCUMENT No
REV.
C2919-SK MC 001
Date 26-janv-04 Page
NOTES DE CALCUL / DESIGN BRIEF
GTAA Pier F
de of
Prpar par/ Prepared by
Marc Robitaille P.E, S.E
F (In bottom Flange)= 754.5 kN
At= 5730 mm Af= 1676 mm Aw= 2378 mm
174.0 kN
14.6 kN
188.6 kN
17.5 kN
BOLT FORCE DISTRIBUTION
696.0 kN
58.5 kN
174.0 kN
25.0 kN 10.4 kN
199.0 kN 10.4 kN
17.5 kN 17.5 kN
W360x45
342.2 mm
83.0 kN
10.4 kN 210 kN 0.0 kN 0.0 kN
10.4 kN 0.0 kN
17.5 kN 17.5 kN
-696.0 kN
58.5 kN 0.0 kN 0.0 kN 0.0 kN 17.5 kN
F (In bottom Flange)= -637.5 kN
No Bolt Axial Force Due to Flange Force
Bolt Group Verification
The maximum factored tension force per bolt: The maximum factored shear force per bolt: Bu = 199.0 kN < < 264 kN 71.6 kN o.k. o.k. Vser = 13.0 kN Vf/Vr = Ultime resistance Verification: Tf/Tr = (Vf/Vr)2+(Tf/Tr)2 = Slip resistance Interaction (Vser/Vs)+1.9(T/(AbFu))= n/a n/a n/a 0.902 o.k. C.F = 1.35
Weld Design
For electrodes: E480XX Unit factored resistance on Base metal: Unit factored resistance on Weld metal: Minimum Filet size: 6.0 mm Filet size required: 11.93 mm Beam web to end-plates welds: 202 MPa 215 MPa Beam flanges to end-plates welds: Use D= 12 mm
We will use the required weld size to develop the maximum bending stress (0.9Fy) in web near the tension flange. This filet will be placed from both sides of beam web from inside face of beam flange to centerline of inside bolt holes plus two bolt diameter. D = 0.9*Fy*wb/2*0.202 = 5.38 mm Use D= 6 mm
The factored shear is to be resisted by weld between the inner row of the tension and compression bolts plus 2 row diameter for each rows. Eff. Length of weld: Minimum Filet size: Maximum Filet size: Filet size required:
TRANSMISSION BY FAX To: Fax #: From: Comments: Date DWG# Rev DWG#
332 mm 6.0 mm 5.02 mm 2.08 mm
Use D=
6 mm
PROFESSIONAL SEAL
DESIGN VERIFICATION BY: Rev Marc Robitaille P.E DWG# Rev
This document is the sole property or Supermetal Structures inc. and may not be used, loaned or reproduced without the prior written consent of Supermetal Structures inc.
1955, 5th Street, INDUSTRIAL CENTER SAINT-ROMUALD (QUEBEC) Canada G6W 5M6 TL:(418) 834-1955; Fax: (418) 834-5151 Email:marc.robitaille@supermetal.com
No DOCUMENT / DOCUMENT No
REV.
C2919-SK MC 001
Date 26-janv-04 Page
NOTES DE CALCUL / DESIGN BRIEF
GTAA Pier F
de of
Prpar par/ Prepared by
Marc Robitaille P.E, S.E
End-plate Design
This Design procedure is based on the work of Krishnamurthy (1978a) on wich prying action forces are considered negligible and the tension flange force is considered to be distributed equally to the four tension bolts. Possible local yielding of the tension flange and tension area of the web is neglected. The required end-plate thickness is determined using the tee-stub analogy.
Mpl
377.3 kN pf/2
Assumed inflection point
pe
210 mm Puf no.
tp req
Mpl Mpl =ru*pf
pf/2
The effective end-plate width must be less than the beam flange width plus 1 in. Fy
end-plate
Fy
398.0 kN
= = Fbu = Fbt = Fb = Favg =
beam
350 MPa 350 MPa 780 MPa 390 MPa 263 MPa 350 MPa 754.5 kN 1.194 1.369 0.934 171 mm 196 mm 1676 mm 2378 mm 30.27 mm 45 mm 8.48 mm 25 mm
P uf =
Factored beam flange force = CaCb(Af/Aw)1/3(pe/db)1/4 = 1.2[1.29(Favg/Fbu) (Fbt/Fb) ] = (bf/bp)1/2 = beam flange width = effective end-plate width = area of beam tension flange = area of beam web, clear of flanges = effective pitch = distance from centerline of bolt to nearer surface of tension flange. fillet weld throat size = nominal bolt diameter =
2/5 1/2
m =
Ca = Cb = bf = bp = Af = Aw = pe = pf = wt = db =
The critical moment in the end-plate is given by: The required end-plate thickness is then determined as:
Meu = (m*Puf*pe)/4 = tp req = [(4*Meu)/(Fybp)]1/2 = Use tp =
6817 kN-mm 21.0 mm 22 mm 1746 kN o.k.
Verification of the shear yielding of the end-plate:
Rn = 2*(0.60FyAg) =
Haunch Design
If the maximum factored tension force per bolt is higher than the tension capacity of the selected bolt, we can increase the depth of the moment connection and by doing so we reduce the applied tension force per bolt. In some cases with a haunch we can avoid the column stiffening wich result in a lower cost for the overall connection. Design calc. using a haunch: STD bolted MC ###
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DESIGN VERIFICATION BY:
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This document is the sole property or Supermetal Structures inc. and may not be used, loaned or reproduced without the prior written consent of Supermetal Structures inc.
