1955, 5th Street, INDUSTRIAL CENTER SAINT-ROMUALD (QUEBEC) Canada G6W 5M6 TéL:(418) 834-1955; Fax: (418) 834-5151 Email:
[email protected]
NOTES DE CALCUL / DESIGN BRIEF
No DOCUMENT / DOCUMENT No
REV.
C2919-SK MC 001
1
Préparé par/ Prepared by
de of
1
26-janv-04 Page
Date
GTAA Pier F
6
Marc Robitaille P.E, S.E
B OL TE D M OM EN T C ON NE CT IO N LIMIT STATE DESIGN (S16.1-01)
D ES IG N F OR CE S
25 mm ###
Moment: Shear: Axial Force: Force:
7 3 1 x 0 5 3 F W W
Mf= 245 kN-m Vf= 210 kN Af= 200 kN
210 kN 200 kN
W360x45
TYPE A490
1 in.
245 kN-m Slip critical conn.
CLASS FILETS
A incl
N G I S E D
S E U L A V
Vr=
148.0 kN
Vs=
71.6 kN
Tr= Ab= Fu=
264 kN 507 mm² 1035 MPa
BEAM
COLUMN
W360x45 Fy= 350 MPa db= 352 mm bb= 171 mm tb= 9.8 mm wb= 6.9 mm kb= 22.0 mm Area= 5730 mm²
WWF350x137 Fy= 350 MPa dc= 350 mm bc= 350 mm tc= 20.0 mm wc= 11.0 mm kc= 29.0 mm
210 mm
A Y R T E M O E G N O I T C E N N O C E T A L P D N E
m m 0 9
m m 2 5 3
m m 9 . 9 4
m m 5 4
m m 9 . 9 4
m m 0 . 5 4
45 mm
2 rows
m m 2 3 5
< m m 0 . 5 4
m m 0 9
m m 5 4
80 mm c/c
20 mm
50 mm
A
m m 5 4
m m 5 4
120 mm
View A-A Y R T E M O E G N O I T C E N N O C E G N A L F N M U L O C
B
m m 0 9
m m 2 5 3
m m 0 9
m m 9 . 9 4
m m 5 4
m m 9 . 9 4
m m 0 . 5 4
350 mm
45 mm 70 mm
2 rows m m 2 3 5
< m m 0 . 5 4 m m 5 4
80 mm c/c
50 mm
B 115 mm
Fax #:
115 mm
View B-B TRANSMISSION BY FAX
To:
120 mm
DESIGN VERIFICATION Date DWG#
PROFESSIONAL SEAL
BY: Marc Robitaille P.E Rev
DWG#
Rev
DWG#
Rev
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.
1955, 5th Street, INDUSTRIAL CENTER SAINT-ROMUALD (QUEBEC) Canada G6W 5M6 TéL:(418) 834-1955; Fax: (418) 834-5151 Email:
[email protected]
No DOCUM ENT / DOCUM ENT No
C2919-SK MC 001
NOTES DE CALCUL / DESIGN BRIEF
Préparé par/ Prepared by
696.0 kN
Af= 1676 mm²
6
Marc Robitaille P.E, S.E
174.0 kN
14.6 kN
188.6 kN
17.5 kN
174.0 kN
25.0 kN
199.0 kN
17.5 kN
10.4 kN
10.4 kN
17.5 kN
10.4 kN
10.4 kN
17.5 kN
0.0 kN
0.0 kN
0.0 kN
17.5 kN
0.0 kN
0.0 kN
0.0 kN
17.5 kN
58.5 kN
W360x45 m m 2 . 2 4 3
de of
At= 5730 mm² Aw= 2378 mm²
N O I T U B I R T S I D E C R O F T L O B
2
26-janv-04 Page
Date
GTAA Pier F
ΣF (In bottom Flange)= 754.5 kN
RE V.
83.0 kN
210 kN
-696.0 kN
58.5 kN
ΣF (In bottom Flange)= -637.5 kN No Bolt Axial Force Due to Flange Force
Bolt Group Verification The maximum factored tension force per bolt:
Bu =
The maximum factored shear force per bolt:
199.0 kN
Vser = 13.0 kN
Ultime resistance Verification:
Vf /Vr =
n/a
Tf /Tr =
n/a
2
2
(Vf /Vr ) +(Tf /Tr ) = Slip resistance Interaction
<
264 kN
o.k.
<
71.6 kN
o.k.
n/a
(Vser /Vs)+1.9(T/(AbFu))=
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:
202 MPa 215 MPa
Beam flanges to end-plates welds: Minimum Filet size: 6.0 mm Filet size required: 11.93 mm Beam web 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 #:
332 mm 6.0 mm 5.02 mm 2.08 mm
Use D=
DESIGN VERIFICATION Date DWG#
BY: Rev
DWG#
Rev
6 mm PROFESSIONAL SEAL
Marc Robitaille P.E DWG#
Rev
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.
1955, 5th Street, INDUSTRIAL CENTER SAINT-ROMUALD (QUEBEC) Canada G6W 5M6 TéL:(418) 834-1955; Fax: (418) 834-5151 Email:
[email protected]
No DOCUMENT / DOCUMENT No
REV.
C2919-SK MC 001
NOTES DE CALCUL / DESIGN BRIEF
3
26-janv-04 Page
Date
GTAA Pier F
Préparé par/ Prepared by
de of
6
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.
Assumed inflection point
377.3 kN
Mpl 2 / f p
pe
tp req
2 / f p
210 mm
no.
Puf
Mpl
The effective end-plate width must be less than the beam flange width plus 1 in.
Mpl =r u*pf Fy 398.0 kN
P uf = α m
=
C a = C b = b f = b p = A f = A w = p e = p f = w t = d b =
= Fy beam = Fbu = Fbt = Fb = Favg = end-plate
Factored beam flange force = 1/3
1/4
CaCb(Af /Aw) (pe/db) 2/5
350 MPa 350 MPa 780 MPa 390 MPa 263 MPa 350 MPa 754.5 kN
=
1.194 1/2
1.2[1.29(Favg/Fbu) (Fbt/Fb) ] =
1.369
1/2
(bf /bp) = 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 =
The critical moment in the end-plate is given by: The required end-plate thickness is then determined as:
0.934 171 mm 196 mm 1676 mm² 2378 mm² 30.27 mm 45 mm 8.48 mm 25 mm
Meu = (αm*Puf *pe)/4 = 1/2
tp req = [(4*Meu)/(φFybp)]
=
Use tp = Verification of the shear yielding of the end-plate:
φRn = 2*φ(0.60Fy Ag) =
6817 kN-mm
21.0 mm
22 mm 1746 kN o.k.
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:
TRANSMISSION BY FAX To:
DESIGN VERIFICATION Date
STD bolted MC
###
PROFESSIONAL SEAL
BY:
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.
